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HomeMy WebLinkAboutPermit D11-011 - KING COUNTY - BOW LAKE - WEST RAINWATER VAULTBOW LAKE WEST RAINWATER VAULT 18800 ORILLIA RD S D11 -011 City oihukwila 1 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us DEVELOPMENT PERMIT Parcel No.: 3523049037 Address: 18800 ORILLIA RD S TUKW Suite No: Project Name: BOW LAKE - WEST RAINWATER VAULT Permit Number: D11 -011 Issue Date: 03/30/2011 Permit Expires On: 09/26/2011 Owner: Name: KING COUNTY Address: 500 4TH AVE #500 KCAB , SEATTLE WA 98104 Contact Person: Name: JAKE SMITH Address: 18802 80 AV S , KENT WA 98032 Contractor: Name: SHINN MECHANICAL Address: 13301 SE 26 ST , BE1 T VUE WA 98005 Contractor License No: SHINNMIO60QP Phone: 425 - 204 -3952 Phone: 425 - 373 -9800 Expiration Date: 11/19/2011 DESCRIPTION OF WORK: FURNISH AND INSTALL (1) PRE -CAST RAINWATER VAULT (WEST) FOR INSTALLATION ON THE NEW BOW LAKE RECYCLING AND TRANSFER STATION PROJECT. VAULT TO BE CONSTRUCTED IN BELLINGHAM, WA BY GRANITE PRECAST AND SHIPPED TO THE BOW LAKE TRANSFER STATION SITE FOR INSTALLATION BY SHINN MECHANICAL. Value of Construction: $41,950.00 Fees Collected: $1,387.12 Type of Fire Protection: NONE International Building Code Edition: 2009 Type of Construction: Occupancy per IBC: 0026 Electrical Service Provided by: * *continued on next page ** doc: IBC -7/10 D11-011 Printed: 03 -30 -2011 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: N N • Number: 0 Size (Inches): 0 Start Time: Volumes: Cut 0 c.y. Start Time: Sanitary Side Sewer: Sewer Main Extension: Private: Storm Drainage: Street Use: Profit: N Water Main Extension: Private: Water Meter: Permit Center Authorized Signature: N End Time: Fill 0 c.y. End Time: Public: Non - Profit: N Public: 1 hereby certify that I have read and exam ed this / rmit 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 this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Date: 3/30A / Print Name: jAc 8,011-4 1/ 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. PERMIT CONDITIONS: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 5: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 6: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special doc: IBC -7/10 D11-011 Printed: 03 -30 -2011 inspection agency and shall be submitted t Building Official prior to and as a conditional inspection approval. 7: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 8: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 9: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 10: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 11: VALIDITY OF PERMIT: The issuance or granting of a permit 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 ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. doc: IBC -7/10 D11 -011 Printed: 03 -30 -2011 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.ci.tukwila.wa.us Building Permit No. b tk 011 Mechanical Permit No. Plumbing /Gas Permit No. Public Works Permit No. Project No. (For office use only) 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 ** SITE LOCATION King Co Assessor's Tax No.: 3523049037 Site Address: 18800 Orillia Rd. S, Tukwila, WA 98188 Suite Number: Floor: Tenant Name: King County Dept. of Natural Resources - Solid Waste New Tenant: ❑ Yes I..No Property Owners Name: King County Department of Natural Resources - Solid Waste Mailing Address: 201 S Jackson St., Suite 701 Seattle City 98104 State Zip CONTACT PERSON — who do we contact when your permit is ready to be issued Name: Jake Smith Mailing Address: 18802 80th Ave. S E -Mail Address: fakes @shinnmech.com Day Telephone: (425) 204 -3952 Kent City State Fax Number: (425) 203 -9801 98032 Zip GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: Shinn Mechanical Mailing Address: 18802 80th Ave. S Kent City State Contact Person: Jake Smith Day Telephone: (425) 204 -3952 98032 Zip E -Mail Address: jakes @shinnmech.com Contractor Registration Number: SHINNMI060QP Fax Number: (425) 203 -9801 Expiration Date: ARCHITECT OF RECORD — All plans must be stamped by Architect of Record Company Name: R.W. Beck, Inc. Mailing Address: 1001 Fourth Avenue, Suite 2500 Contact Person: Karl R. Hufnagel Seattle 98154 E -Mail Address: khufnagel @rwbeck.com City State Day Telephone: (206) 695 -4700 Fax Number: (206) 695 -4701 Zip ENGINEER OF RECORD - All plans must be stamped by Engineer of Record Company Name: LNS Engineers, Inc. Mailing Address: 7713 Pioneer Way, Suite C Contact Person: Larry N. Storset E -Mail Address: larry.storset @Insengineers.com H:\ Applications \Forms - Applications On Line\2010 Applications \7 -2010 - Permit Application doc Revised: 7 -2010 bh Gig Harbor City State Day Telephone: (253) 851 -5175 Fax Number: (253) 851 -7366 98335 Zip Page 1 of 6 • BIITLD 1VGiPERMIT IVVFURIVIA TION k' X246 Valuation of Project (contractor's bid price): $ 41,950.00 Scope of Work (please provide detailed information): Furnish and install (1) pre -cast Rainwater Vault (West) for installation on the new Bow Lake Recycling and Transfer Station Project. Vault to be constructed in Bellingham, WA by Granite Precast and shipped to the Bow Lake Transfer Station site for installation by Shinn Mechanical. Existing Building Valuation: $ Will there be new rack storage? ❑ Yes m.. No If yes, a separate permit and plan submittal will be required. Irovtde All Binding Areas in Square Footage Below•° • c...., 3........ y :. n: > • p 4h ',fl �,..r -,.r s- >s ,exx i : 3 }r.: at ., _d s: Existin _ F` It e t,.. k' a �(,�FE�fYI� `� ,_ „ Interior,. emodelei; Addition,1 t : �.y�'ro . ;- j.p K Existing; ; nxl ,. 2 .. Structure ,�, ;;. q i a t r I .^ .: 1,,.'.,rz ,. �,;New:,-,,..,e ;Type of '_r�`? r n.., Construction per i r Me. Ar,,...A ., �; IBC4;- ma.,r� , Type of { Oecupancy, per': t";:; yM, ?<4;s w ;:.IBC•;';., i or f l�vr `,y,; r t1 .. Floois' :: :i Nil: .:`:., }} tiBasemenf: \. "14 t•m.1 :: •' if , Accessory` f1S, tiuetd-r`e! s yL��yy � `i �' A�t,,ttacliedlGiirages�'* .. �;, Detached,Garage< =ei - Attached:Carport -, • ,Detached Carport ... FCoJered'uDeck; z.Unc`overediD`eck -' ' `-"4 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 of 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: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) 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 I1 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Fonns- Applications On Line\2010 Applications 0-2010 - Permit Application :doe Revised: 7 -2010 bh Page 2 of 6 PERMIT AEPEICATION NOTES Applicable'to allspeemitsiukthis application' tife046t:‘4 10: • qM 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. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I 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 OWNER OR AUTHORIZED AGENT: Signature: Print Name: Jake Smith Mailing Address: 18802 80th Ave. S Date: January 13, 2011 Day Telephone: (425) 204 -3952 Kent City WA State 98032 Zip IDate Application Accepted: Date Application Expires: -� Staff Initials: „ig H:\Applications\Fonns- Applications On Line\2010 Applications \7-2010 - Permit Application.doc Revised: 7 -2010 bh Page 6 of 6 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us RECEIPT Parcel No.: 3523049037 Permit Number: D11-011 Address: 18800 ORILLIA RD S TUKW Status: APPROVED Suite No: Applied Date: 01/13/2011 Applicant: BOW LAKE - WEST RAINWATER VAULT Issue Date: Receipt No.: R11 -00628 Initials: TLS User ID: 1670 Payment Amount: $842.45 Payment Date: 03/30/2011 02:18 PM Balance: $0.00 Payee: SHINN MECHANICAL TRANSACTION LIST: Type Method Descriptio Amount Payment Check 034180 842.45 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES STATE BUILDING SURCHARGE 000.322.100 837.95 640.237.114 4.50 Total: $842.45 doc: Receipt -06 Printed: 03 -30 -2011 0 • �J����A wq� City of Tukwila C J V1 ��190a Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http. / /www.ci.tukwila.wa.us RECEIPT ParcelNo.: 3523049037 Permit Number: D11 -011 Address: 18800 ORILLIA RD S TUKW Status: PENDING Suite No: Applied Date: 01/13/2011 Applicant: BOW LAKE - WEST RAIN WATER VAULT Issue Date: Receipt No.: RI 1 -00072 Initials: User ID: Payee: WER 1655 Payment Amount: $544.67 Payment Date: 01/13/2011 01:53 PM Balance: $842.45 SHINN MECHANICAL TRANSACTION LIST: Type Method Descriptio Amount Payment Check 033796 544.67 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 544.67 Total: $544.67 doc: Receiot -06 Printed: 01 -13 -2011 :..I.NSPECTION RECORD `Retain a copy with permit • PERMIT N0. LNSPEC`iION,N0 �' . • i1Ff �� M •'s `:C1TY';OF TUKWILA BUILDING DIVISION Southcenter :Blvd.., #100, Tukwila. WA 98188 . (206) 431 -3670 :• •••'.Permit Inspectiori'•Request Line (206) 431 -2451 Project:: : • :• °• • •: • -. _—.:'. . •1•�KE_.- -iVA Type of Inspection: L ' 1 . •I= w3 ` j 6, ,-) gq all Te._ Pr • e AST Address: .�.�/. Date Called: ).. Special Instructions :.... • t: _' • • •. • ' .. • Date Wanted: .��m. 5— 7e'' --IZ p.m. Requester: tJv ALI %aC'=ra (Ak .) — ApPj cf Phone No: ":)01:49_&. N . . 4 ,1 -- t I • • • Appi:oved npe'r!applicable codes. D Corrections required prior to approval. COMMENTS: , : ' . ' 1 . •I= w3 ` j 6, ,-) gq all Te._ Pr • e AST .l r.� t _ ��j i e.� ' ce ✓h ).. e,t1c 4 — A?Pl d ` .) IA (ANC) o - A4P'&kt r %aC'=ra (Ak .) — ApPj cf C.3) __ ":)01:49_&. N . . 4 ,1 -- t I 2,rtit,'". k (.61r(e ii-I &Mt / . - Q4-.._,. "N.:. Date: • _ 3b_1? INSPECT-ION TEE I EQUIRED. Prior to next inspection. fee must be • ,,, paid at 6300 Southcen er Blvd.. Suite 100. Call to schedule reinspection. • INSPECTION RECORD Retain a copy with permill 1-01 ( INSPECTION NO PERMIT NO. .. • .., ..- -:..CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 ,,, (206) 431-3670 P6rmit InspgctiOn Request Line (206) 431-2451 lc— • B. r• • !• Project: 1.:,W,G Type of Inspection: Address: ' . , 01310C) 'Olt Pi-WA '?N Date Called: 1 - 5pEcial Instructions: - • - . ' .. • - - Date Wanted: . q—, 7- 12 a.m. p.m. Requester: ...---- 03 AL i Phone No: 0 253 -AcK-r-oq T) EJApproved per applicable codes. IDCorrections required prior to approval. , 'COMMENTS: A f c 1) 4-AN...el ? (--NI■ie4 T-1 .1•-A fN\ '6° tP 1 4 - Date: LI— 7- 'RE SPECTION FEE REQUI ED. Pri r to next inspection, fee must be p id at 6300 Southcenter Blv .• Suite 100. Call to schedule reinspection. 4- 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 Pro'ect: LA !ic Type of Inspection: q 1 �-hl tar-E �,X) Ott t/ Address: i Soo oct ►t.t.1,4 Rte Date Called: r in e >r,, (,0 .Vhf UJ a7 0-r iN Q hR d•1' i\ Nei Special Instructions: Date Wanted: r%— 2.8- 1 1 a.m. p.m. Requester: Phone No: G9f6(Al (-ZAC( - 011°C 0 Approved per applicable codes. 0 Corrections required prior to approval. /S- COMMENTS. a r in e >r,, (,0 .Vhf UJ a7 0-r iN Q hR d•1' i\ Nei 1.-A` AI o..)A a--r i �.r. i Ys■ ) 5 s 6 4c 6_, ,--:_„c,,,,,,...eAS-6Q1A- (-: G9f6(Al (-ZAC( - 011°C Dat REINSPECTION EE REQUIRED. Prior o inspection. fee must be t 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receip No.: Date: r • • •• • !.; 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 Perrnit Inspection Request Line (206) 431-2451 _ID I - 0 (I Pkie --- - . • • Op . Le‘ice..... Type of Inspection: RA) V t./140 Address: ' • _Oatfi, (Z Date Called: 5- i i II- Sim-04 InstrutioM: • • • . . . Date Wanted:. • 0- Requester: Phone No: ' CIAPPFovecl per applicable codes. kW COMMENTS: 11 Corrections required prior to approval. - eJed Iect�r • REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be - paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 'Date: I 5 iel.fif This is to certify that the quality control procedures of �► AUQZ 4 its -013 Granite Precasting Et Concrete Inc. Bellingham, WA were audited during an on -site plant inspection and have met the requirements stated in the NPCA Quality Control Manual Participation in the NPCA Plant Certification Program affirms an ongoing commitment to producing quality precast concrete products. This includes a dedication to continuous improvement in product design, raw materials, manufacturing processes, safety, employee education and customer service. This certificate is valid through December 31, 2011. IIPC3 ; CERTIFIED PLANT Xx„," Dan T. Houk, Chairman of the Board Ty E. Gable, NPCA President CITY of ni�uA MAY 3 0 2012 PERMIT CENTER Phillip Cutler, P.E., Director of Certification Programs Standard Manhole, Vault, and Catch Basin Certification As a NPCA certified plant, we certify that all materials manufactured by Granite Precasting & Concrete, Inc. comply with the following and are of domestic origin. 1) Manholes and catch basins are constructed in accordance with ASTM C-478 and ASTM C -990. 2) Vaults are constructed in accordance with ASTM C -858. 3) All concrete minimum 4000 P.S.I. 4) Aggregate and sand supplied from Washington State Pit #F -197. 5) Welded wire fabric conforms to ASTM A -497. 6) All rebar conforms to ASTM A -615. All materials manufactured by Granite Precasting & Concrete, Inc. conform to WSDOT specifications. Additionally, Granite Precasting & Concrete, Inc. is an approved WSDOT supplier of manholes, catch basins, vaults, 3 -sided bridges, and traffic curbs. Mark Salisbury President 4116 BAKERVIEW SPUR • BEWNGHAM, WA 98226 • (360) 671 -2251 • 1- 800 -808 -2251 • FAX: (360) 671 -0780 GRANITE PRECASTING & CONCRETE, INC. PRE -POUR INSPECTION REPORT JOB TITLE: Shinn East R 0 CONTRACT NO.: P -A, EW FEDERAL AID NO.: P.O. NO.: CONTRACTOR: SPECIFIC STRUCTURE# CHECK FORMS 1. Verify form dimensions comply with dimensions listed on approved shop drawings. HJ 2. Check that forms have been properly prepared (cleaned and oiled - form oil is to never come into contact with rebar.) HJ 3. Check baler and/or skew angles (make sure form is square). HJ 4. Check key way alignment. NJ 5. Check form for any deformities or areas that may need extra support. HJ 8. Check clamps and alignment pins to be sure form is secure. HJ 7. Tag form with Project Information /Pre -pour Form Approval Tag (see sample below) HJ Notes: PROJECT: DWG /DOC REF #: BATCH# MIX DATE: ITIME: APPROVED BY: TESTING REQUIRED: YES 1 NO 1 TESTED BY: forms within specs REINFORCING 1. Check shop drawings for the diameter, spacing, and grade of rebar & wire. HJ 2. Check steel minimum clearances with approved shop drawings. HJ 3. Verify if spacers are to be attached to the vertical or horizontal bars. HJ 4. Confirm that any necessary inserts or lifting hardware have been added. HJ 5. Confirm lifting capacities and length of lifting hardware. HJ 6. Check that all bolts, pins, and wedges are tight. HJ Notes: bar spacing and clearance within specs PREPOUR APPROVAL BY: Date: Title: 3/15/11 QC Manager Must receive signed approval before proceeding to pouring. Concrete Strength Test Report Project Shinn East R Job # P -A, EW Client Report # 4 Contractor Date Molded 3/15/11 Supplier Granite Precast & Conc. Date Received strength Kequtrea Dave 7000 Slump 5 .028 Quantity 6 -Cyl Air Content 5 % Air Temp 50 ° Unit Weight 143.8 Mix Temp 65 ° Water Required Time Batched 1:50 PM Other Time Sam led 1:55 PM Max Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks 's- East31511 31511P 1 3/18/11 66710 5311 1 3/16/11 64875 5165 1 Day Average 5238 7 3/22/11 84540 6727 7 3/22/11 85600 6812 7 Day Average 6770 28 4/12/11 95758 7624 28 4/12/11 95320 7589 28 Day Average 7607 a Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector Comments ■ 1 Copies to: Granite Precast & Concrete, Inc. Submitted By: 1, ti►'E: 1 QC Manager GRANITE PRECASTING & CONCRETE, INC. PRE -POUR INSPECTION REPORT JOB TITLE: OS tai Er R,, CONTRACT NO.: P -C EW FEDERAL AID NO.: P.O. NO.: CONTRACTOR: SPECIFIC STRUCTURE# CHECK FORMS 1. Verify form dimensions comply with dimensions listed on approved shop drawings. HJ 2. Check that forms have been properly prepared (cleaned and oiled - form oil is to never come into contact with rebar.) HJ 3. Check bater and /or skew angles (make sure form is square). HJ 4. Check key way alignment. HJ 5. Check form for any deformities or areas that may need extra support. HJ 6. Check clamps and alignment pins to be sure form Is secure. HJ 7. Tag fomr with Project Information/Pre -pour Form Approval Tag (see sample below) HJ Notes: PROJECT: DWG /DOC REF#: BATCH# MIX DATE: TIME: APPROVED BY: TESTING REQUIRED: YES 1 NO 1 TESTED BY: forms within spec REINFORCING 1. Check shop drawings for the diameter, spacing, and grade of rebar & wire. HJ 2. Check steel minimum clearances with approved shop drawings. HJ 3. Verify if spacers are to be attached to the vertical or horizontal bars. HJ 4. Confirm that any necessary inserts or lifting hardware have been added. HJ 5. Confirm lifting capacities and length of lifting hardware. HJ 8. Check that all bolts, pins, and wedges are tight. HJ Notes: bar spacing and clearance within spec PREPOUR APPROVAL BY: Date: 3/14/11 Title: QC Manager Must receive signed approval before proceeding to pouring. Concrete Strength Test Report Project St„,,Ja Entt (� Job # P -C EW Client Report # 4 Contractor Date Molded 3114/11 Supplier Granite Precast & Conc. Date Received dtrengtn Required spa Days 7000 Slump 5 1/2 " Quantity 6 - Cyl Air Content 5.6 % Air Temp 52 ° Unit Weight 144.8 Mix Temp 67 ° Water Required Time Batched 4:24 PM Other Time Sameled 4 :29 PM Max Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks >- East31411 31411P 1 3/15/11 67810 5396 1 71230 5668 1 Day Average 5532 7 3/21/11 81920 6522 7 3121/11 83086 6615 7 Day Average 6569 28 4/11/11 96550 7687 28 4/11/11 96485 7682 28 Day Average 7685 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector Comments _ n Copies to: Submitted By: 1 Granite Precast & Concrete, Inc. QC Manager GRANITE PRECASTING & CONCRETE, INC. PRE -POUR INSPECTION REPORT JOB TITLE: Shinn East R 0 CONTRACT NO.: P -B FEDERAL AID NO.: P.O. NO.: CONTRACTOR: SPECIFIC STRUCTURE# CHECK FORMS 1. Verify form dimensions comply with dimensions listed on approved shop drawings. HJ 2. Check that forms have been properly prepared (cleaned and oiled - form oil Is to never come into contact with rebar.) HJ 3. Check baler and/or skew angles (make sure form is square). HJ 4. Check key way alignment. HJ 5. Check form for any deformities or areas that may need extra support. HJ 6. Check clamps and alignment pins to be sure form is secure. HJ 7. Tag form with Protect Information/Pre -pour Form Approval Tag (see sample below) HJ Notes: PROJECT: DWG /DOC REF #: BATCH# MIX . DATE: (TIME: APPROVED BY: TESTING REQUIRED: YES I NO i TESTED BY: forms within spec REINFORCING 1. Check shop drawings for the diameter, spacing, and grade of rebar & wire. HJ 2. Check steel minimum clearances with approved shop drawings. HJ 3. Verify if spacers are to be attached to the vertical or horizontal bars. HJ 4. Confirm that any necessary inserts or lifting hardware have been added, HJ 5. Confirm lifting capacities and length of lifting hardware. HJ 6. Check that all bolts, pins, and wedges are tight. HJ Notes: bar spacing and clearance within specs PREPOUR APPROVAL BY: 6,� Date: 3/14/11 Title: QC Manager Must receive signed approval before proceeding to pouring. Concrete Strength Test Report Project Shinn East R Job # P -B Client Report # 6 Contractor Date Molded 3/14/11 Supplier Granite Precast & Conc. Date Received strengtn Kequirea p28 Dave 7000 Slump 28 ° Quantity 6 - Cyl Alr Content 5.5 % Air Temp 51 ° Unit Weight 144.2 Mix Temp 65 ° Water Required Time Batched 1:40 PM Other Time Sampled 1:45 PM Max Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks >- East31411 31411P 1 3/15/11 68140 5425 1 3/15/11 70826 5639 1 Day Average 5532 7 3/21/11 87857 6995 7 3/21/11 89252 7106 7 Day Average 7051 28 4/11/11 121450 9665 28 4/11/11 ~ 119094 9482 28 Day Average 9574 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector Comments Copies to: Submitted By: f Granite Precast & Concrete, Inc. QC Manager GRANITE PRECASTING & CONCRETE, INC. PRE -POUR INSPECTION REPORT JOB TITLE: Shinn East R 0 CONTRACT NO.: P -A FEDERAL AID NO.: P.O. NO.: CONTRACTOR: SPECIFIC STRUCTURE# CHECK FORMS 1. Verify form dimensions comply with dimensions listed on approved shop drawings. HJ 2. Check that forms have been properly prepared (cleaned and oiled - form oil is to never come Into contact with rebar.) HJ 3. Check bater and/or skew angles (make sure form is square). HJ 4. Check key way alignment. HJ 5. Check form for any deformities or areas that may need extra support. HJ 6. Check clamps and alignment pins to be sure form is secure. HJ 7. Tag form with Project Information /Pre-pour Form Approval Tag (see sample below) HJ PROJECT: DWG /DOC REF #: BATCH# MIX DATE: .ITIME: APPROVED BY: TESTING REQUIRED: YES 1 NO 1 TESTED BY: Notes: forms within spec REINFORCING 1. Check shop drawings for the diameter, spacing, and grade of rebar & wire. HJ 2. Check steel minimum clearances with approved shop drawings. HJ 3. Verify If spacers are to be attached to the vertical or horizontal bars. HJ 4. Confirm that any necessary Inserts or lifting hardware have been added. HJ 5. Confirm lifting capacities and length of lifting hardware. HJ 6. Check that all bolts, pins, and wedges are tight. HJ Notes: bar spacing and clearance within spec PREPOUR APPROVAL BY: Date: Title: 3/11/11 QC Manager Must receive signed approval before proceeding to pouring. Concrete Strength Test Report Project Shinn East R Job # P -A Client Report # 6 Contractor Date Molded 3/11/11 Supplier Granite Precast & Conc. Date Received trengtii Kequirea 028 onus 7000 Slump 27 Quantity 6 -Cyl. Air Content 5.4 % Air Temp 47 ° Unit Weight 144.8 Mix Temp 62 ° Water Required Time Batched 2:29 PM Other Time Sameled 2:34 PM Max Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks 3- East31111 31111P 1 3/14/11 75988 6050 1 76766 6112 1 Day Average 6081 7 3/18/11 88185 7021 7 3/18/11 #REFI 87832 7 Day Average 7007 28 4/8/11 115780 9213 28 121450 9665 28 Day Average 9439 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector Comments Copies to: Submitted By: Off) Granite Precast & Concrete, Inc. QC Manager GRANITE PRECASTING & CONCRETE, INC. PRE -POUR INSPECTION REPORT JOB TITLE: Shinn East R 0 CONTRACT NO.: P -C FEDERAL AID NO.: P.O. NO.: CONTRACTOR: SPECIFIC STRUCTURE# CHECK FORMS 1. Verify form dimensions comply with dimensions listed on approved shop drawings. HJ 2. Check that forms have been properly prepared (cleaned and oiled - form oil is to never come into contact with rebar.) HJ 3. Check bater and /or skew angles (make sure form is square). HJ 4. Check key way alignment. HJ 5. Check form for any deformities or areas that may need extra support. HJ 6. Check clamps and alignment pins to be sure form is secure. HJ 7. Tag form with Project Information /Pre -pour Form Approval Tag (see sample below) HJ Notes: PROJECT: DWG /DOC REF #: BATCH# MIX DATE: TIME: APPROVED BY: TESTING REQUIRED: YES 1 NO; TESTED BY: forms within spec REINFORCING 1. Check shop drawings for the diameter, spacing, and grade of rebar & wire. HJ 2. Check steel minimum clearances with approved shop drawings. HJ 3. Verify if spacers are to be attached to the vertical or horizontal bars. HJ 4. Confirm that any necessary inserts or lifting hardware have been added. HJ 5. Confirm lifting capacities and length of lifting hardware, HJ 6. Check that all bolts, pins, and wedges are light. HJ Notes: bar spacing and clearance PREPOUR APPROVAL BY: Date: Title: QC Manager 3/10/11 Must receive signed ap QC Manager Concrete Strength Test Report Project Shinn East R Job # # 6 Client Report P -C Contractor Date Molded 3/10/11 Supplier Granite Precast & Conc. Date Received Strength Required gde Dave 7000 Slump 28 " Quantity 6 Cyl Air Content 5,8 % Air Temp 46 ° Unit Weight 144.2 Mix Temp 63 ° Water Required Time Batched 5:13 PM Other Time Sampled 5:18 PM Max Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks > East31011 31011P 1 3/11/11 69470 5531 1 3/11/11 68603 5462 1 Day Average 5497 7 3/17/11 84517 6729 7 3/17/11 86852 6915 7 Day Average 6822 28 4/7/11 114748 9136 28 4/7/11 117425 9349 28 Day Average 9243 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector Comments r\ Copies to: Submitted By: Granite Precast & Concrete, Inc. QC Manager GRANITE PRECASTING & CONCRETE, INC. PRE -POUR INSPECTION REPORT JOB TITLE: Shinn East R CONTRACT NO.: Sump FEDERAL AID NO.: P.O. NO.: CONTRACTOR: SPECIFIC STRUCTURE# CHECK FORMS 1. Verify form dimensions comply with dimensions listed on approved shop drawings. 2. Check that forms have been properly prepared (cleaned and oiled - form oil is to never come Into contact with rebar.) / 3. Check baler and /or skew angles (make sure form is square). J 4. Check key way alignment. ✓ 5. Check form for any deformities or areas that may need extra support. V 6. Check clamps and alignment pins to be sure form Is secure. 7. Tag form with Project Information/Pre -pour Form Approval Tag (see sample below). Notes: PROJECT: DWG /DOC REF #: BATCH# MIX DATE: 'TIME: APPROVED BY: TESTING REQUIRED: YES 1 NO i TESTED BY: forms within spec REINFORCING 1. Check shop drawings for the diameter, spacing, and grade of rebar & wire. 2. Check steel minimum clearances with approved shop drawings. v' 3. Verify If spacers are to be attached to the vertical or horizontal bars. 4. Confirm that any necessary inserts or lifting hardware have been added. 5. Confirm lifting capacities and length of lifting hardware. 6. Check that all bolts, pins, and wedges are tight. V Notes: bar spacing and clearance within specs PREPOUR APPROVAL BY: Date: Title: QC Manager Must receive signed approval before proceeding to pouring. Concrete Strength Test Report Project Shinn East R Job # Sump Client Report # 6 Contractor Date Molded 3/8/11 Supplier Granite Precast & Conc. Date Received Strength Required 1028 Days 7000 ' Slump 28 " Quantity 6 - Cyl Air Content 6,5 % Air Temp 43 ° Unit Weight 145 Mix Temp 63 ° Water Required Time Batched 3:25 PM Other Time Sampled 3:30 PM Mix Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks S -E 3811P 3811P 1 3/9/11 65399 5207 1 67472 5372 1 Day Average 5290 7 3/15/11 87206 6943 7 86224 6865 7 Day Average 6904 28 4/5/11 114810 9141 28 112726 8975 28 Day Average 9058 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector Comments Copies to: Granite Precast & Concrete, Inc. Submitted By: C1C' QC Manager GRANITE PRECASTING & CONCRETE, INC. PRE -POUR INSPECTION REPORT JOB TITLE: Shinn East R 0 CONTRACT NO.: P -E FEDERAL AID NO.: P.O. NO.: CONTRACTOR: SPECIFIC STRUCTURE# CHECK FORMS 1. Verify form dimensions comply with dimensions listed on approved shop drawings. HJ 2. Check that forms have been properly prepared (cleaned and oiled - form oil is to never come into contact with rebar.) HJ 3. Check bater and /or skew angles (make sure form is square). HJ 4. Check key way alignment. HJ 5. Check form for any deformities or areas that may need extra support. HJ 6. Check clamps and alignment pins to he sure form is secure. HJ 7. Tag form with Project Information/Pre -pour Form Approval Tag (see sample below) HJ Notes: PROJECT: DWG /DOC REF#: BATCH# MIX DATE: (TIME: APPROVED BY: TESTING REQUIRED: YES i NO 1 TESTED BY: REINFORCING 1. Check shop drawings for the diameter, spacing, and grade of rebar & wire. HJ 2. Check steel minimum clearances with approved shop drawings. HJ 3. Verify if spacers are 10 be attached to the vertical or horizontal bars. HJ 4. Confirm that any necessary inserts or lifting hardware have been added. HJ 5. Confirm lifting capacities and length of lifting hardware. HJ 6. Check that all bolls, pins, and wedges are tight. HJ Notes: bar spacing and clearance within specs PREPOUR APPROVAL BY: Date: Title: 4/1 /1 QC Manager Ivtust receive signed approval before proceeding to pouring. Concrete Strength Te Project Shinn East R Job # P -E Client Report # 4 Contractor Date Molded 4/11/11 PM Stt •tier enq i - equire. Granite Precast & Conc. 7000 Date Received Slump P28 Day@ 5 1/2 " Quantity 6 - Cyl Air Content 5.8 % Air Temp 48 ° Unit Weight 144.6 Mix Temp 71 ° Water Required Other Time Batched 4:06 PM Time Sam Specimen Number led Lab Number 4:11 Age days PM Date Tested Max Design Attached? Total Lbs Compressive Strength Remarks S- ER41111 41111P 1 4/12/11 64320 5121 1 4/12/11 63616 5065 1 Day Average 5093 7 4/18/11 1 86023 6849 7 4/18/11 84566 6735 7 Day Average 6792 28 5/9/11 104250 8296 28 5/9/11 104690 8331 28 Da Avera• a S•eciment Size 8314 Reinforcement Ins.ection 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector Comments n Copies to: Submitted By: Granite Precast & Concrete, Inc. GRANITE PRECASTING & CONCRETE, INC. PRE -POUR INSPECTION REPORT JOB TITLE: Shinn East R 0 CONTRACT NO.: P -D - -Ew FEDERAL AID NO.: P.O. NO.: CONTRACTOR: SPECIFIC STRUCTURE# CHECK FORMS 1. Verify form dimensions comply with dimensions listed on approved shop drawings. HJ 2. Check that forms have been properly prepared (cleaned and oiled • form oil is lo never come into contact wilh rebar.) HJ 3. Check baler and /or skew angles (make sure form is square). HJ 4. Check key way alignment. I-IJ 5. Check form for any deformities or areas lhal may need extra support. HJ 6. Check clamps and alignment pins to be sure form is secure. HJ 7. Tag form with Project Information /Pre -pour Form Approval Tag (see sample below) HJ Notes: PROJECT: DWGIDOC REF#: BATCH# • MIX DATE: TIME: APPROVED BY: TESTING REQUIRED: YES i NO i TESTED BY: forms within spec REINFORCING 1. Check shop drawings for the diameter, spacing. and grade of rebar & wire. HJ 2. Check steel minimum clearances with approved shop drawings. HJ 3. Verify if spacers are to be attached to the vertical or horizontal bars. HJ 4. Confirm that any necessary inserts or lifting hardware have been added. HJ 5. Confirm lifting capacities and length of lifting hardware. HJ 6. Check that all bolls, pins, and wedges are tight. HJ Notes: bar spacing and clearance within spec PREPOUR APPROVAL BY: Date: 4113111 Title: QC Manager Must receive signed approval before proceeding to pouring. Concrete Strength Project Shinn East R Job # P -D - -Ew Client Report # 4 Contractor Date Molded 4/13/11 PM Su. Mier rang `equ Granite Precast re & Conc. 7000 Date Received Slump _....._....._ AV egos 5 Quantity 6 - CyI Air Content 5.6 % Air Temp 49 ° Unit Weight 143 -4 Mix Temp 68 ° Water Required Other Time Batched 3 :31 PM Time Sam Specimen Number led Lab Number 3:36 Age days PM Date Tested Max Design Ntached? Total Lbs Compressive Strength Remarks SER41311 ' 41311P 1 4/13/11 68603 5462 4 1 4/13/11 65500 5215 1 Day Average 5339 7 1 4/20/11 I 81890 6513 7 Ij 4/20/11 83035 6611 7 Day Average 95946 6562 7639 28 5/11/11 28 5/11/11 96511 7684 28 Day Average Speciment Size 7662 Reinforcement Inspection 4X8 Conforms Test Reference: ASTM C31. C39 Attachmen inspector 1 Comments A Copies to: Submitted By: Granite Precast & Concrete, Inc. QC Manager Concrete Strength Test Relaort Project Shinn East R Job # P -D, P -Eew Client Report # 4 Contractor Date Molded 4/12/11 PM Sus . ier Granite Precast & Conc. Date Received rang -eyu re• 028 Dan 7000 Slump "°`2002'°' 5 3/4 " Quantity 6 - Cyl Air Content 5.6 % Air Temp 55 ` ;Unit Weight 144.8 Mix Tem. 68 ° Water Rer uired Time Batched 5:19 PM Olher Time Sam led 5:24 PM FAax oesign Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks SER41211 41211P 1 4/13/11 65865 5244 1 4/13/11 66254 5275 1 Day Average 5260 7 4/19/11 83285 6631 7 4/19/11 83549 6652 7 Day Average 6642 28 5/10/11 98410 7831 28 5/10/11 1 93850 7468 28 Da Average 7650 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference:ASTM C31, C39 Attachmen Inspector Comments Copies to: Submitted By: Granite Precast & Concrete, Inc. GRANITE PRECASTING & CONCRETE, INC. PRE -POUR INSPECTION REPORT JOB TITLE: Shinn East R 0 CONTRACT NO.: P -D, P-Eew FEDERAL AID NO.: P.O. NO.: CONTRACTOR: SPECIFIC STRUCTUREt/ CHECK FORMS 1. Verify form dimensions comply with dimensions lister, on approved shop drawings. HJ 2. Check that forms have been properly prepared (cleaned and oiled - form oil is to never come into contact with rebar.) HJ 3. Check bater and /or skew angles (make sure form is square). HJ 4. Check key way alignment. HJ 5. Check form for any deformities or areas that may need extra support. HJ 6. Check clamps and alignment pins to be sure form is secure. HJ 7. Tag form with Project Information /Pre -pour Form Approval Tag (see sample below) HJ Notes: PROJECT: DWG /DOC REF #: BATCH# MIX DATE: 1TIME: APPROVED BY: TESTING REQUIRED: YES I NO i TESTED BY: forms within pec REINFORCING 1. Check shop drawings for the diameter, spacing, and grade of rebar & wire. HJ 2. Check steel minimum clearances with approved shop drawings. HJ 3. Verify if spacers are to be attached to the vertical or horizontal bars. HJ 4. Confirm that any necessary inserts or lifting hardware have been added. HJ 5. Confirm lifting capacities and length of lifting hardware. HJ 6. Check that all bolts, pins. and wedges are light. HJ Notes: bar spacing and clearance within specs PREPOUR APPROVAL BY: Date: 4/12/11 Title: QC Manager Must receive signed approval before proceeding to pouring. rate Strength Test Report Project Shinn Tire W. Job # P -E end wall Client Report # 4 Contractor Date Molded 4/12/11 PM Supplier Granite Precast & Conc. Date Received Strength Required ire Days 8500 Slump 5 3/4 " Quantity 6 - Cyl Air Content 5.6 % Air Temp 55 ° Unit Weight 144.8 Mix Temp 68 ° Water Required Time Batched 5:19 PM Other Time Sam led PM Max Design Attached? Specimen Number Lab Number ,5:24 Age days Date Tested Total Lbs Compressive Strength Remarks Stire41211 41211P 1 4/13/11 65060 5177 1 4/13/11 68340 5438 1 Day Average 5308 7 4/19/11 85490 6803 7 4/19/11 89640 7133 7 Day Average 6968 28 5/10/11 98410 7831 28 5/10/11 93850 7468 28 Day Average 7650 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector 1 Comments Copies to: Submitted By: 1 Granite Precast & Concrete, Inc. QC Manager GRANITE PRECASTING & CONCRETE, IJNC. pRE:POUR INSPECTION REPORT JOB TITLE: Shinn Tire W. 0 CONTRACT NO.: P -F baffle T FEDERAL AID 'NO.: [P.O. NO.: CONTRACTOR: SPECIFIC', STRUCTURE# CHECK'FORMS 1. Verify ,form dimensions ,comply with dimensions ksted on approved shop drawings. 2, Check that forms have beeniproperly prepared ,(cleaned and,oiled - form oil is to never .come contact with Ire bar.) HJ 3. Check 'baler andior skew ,angles (make ,sure form Ils ,square). HJ 4. Check key way ialig nment. HJ 5, ,Check ,form ,for ,any deformities ,or areas Plat may need extra support. HJ 6. Check iclamps and alignment pinslo beisure formlls secure. HJ 7. Tag ,form with (Project , Information /Pre -pour lForm,Approval Tag ,(see [sample below) HJ Notes: PROJECT: DWGIDOC REF #: BATCH# MIX DATE: ITIME: APPROVED BY: I TESTING :REQUIRED; YES1 INO'3 TESTED BY: forms within IREINF,ORCING 1. Check shop drawings for,the,diameter, spacing, and grade Weber & wire. HJ 2. ,Check steel minimum clearances with approved shop.drawings. HJ 3. Verify if spacersare to be allached,tatithe vertical or horizontal bars. HJ 4. !Confirm that,any necessary inserts,or'lifting hardware have been ,added. ,HJ 15. Confirmllifting,capacities and length ()Piffling hardware. HJ 16.,Check that all bolts, :pins,s and wedges are tight. 'HJ Notes: bar ,spacing ,and clearance within [spec PREPOUR APPROVA'L'BY: Date: 4'l1 `1101 Niue: QC (Manager ,Must :receive [signed approval'Lbefore proceeding to pouring. Concrete Strenuth Test Report Project Shinn Tire W. Job # P -F baffle T Client Report # 4 Contractor Date Molded 4/11/11 PM Supplier Granite Precast & Conc. Date Received Strength ltegwred r�� pays 7000 Slump 5 112 " Quantity 6 - Cyl Air Content 5.8 Air Temp 48 ° Unit Weight 144.6 Mix Temp 71 ° Water Required Time Batched 4:04 PM Other Time Sam led 4:08 PM Max Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks Stire41111 41111P 1 4/12/11 61832 4923 1 4/12/11 63390 5047 1 Day Average 4985 7 4/18/11 84931 6762 7 4/18/11 85383 6798 7 Day Average 6780 28 5/9/12 96825 7709 28 5/9/12 95996 7643 28 Day Average 7676 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector Comments Copies to: Submitted By: I Granite Precast & Concrete, Inc. QC Manager GRANITE PRECASTING '& CONCRETE, INC. PRE -POUR INSPECTION REPORT JOBTITLE: ShinnTireW, 0 CONTRACT NO.: !P =E FEDERALAID NO.: 'P.O. NO.: ,CONTRACTOR: SPECIFIC STRUCTURE# CHECK 'FORMS 1. Verify dorm dimensions ,comply ,with . dimensions Ilisted on a pp roved ,s hop (drawings. IHJ 2. Check that forms have been, properlyipreparedl(cleaned and ;oiled , ,fornoil into never comelinto contaawith rebar.) HJ 3. (Check bater and /or skew ,angle_ s (make,sure,formils square). HJ .4. iCheckkkey way (alignment. HJ 5. Check ,form for any deformities,or areas,that,mayneed extra 'support. HJ 16. Check clamps and alignment pinto tbe ,sure form lis(secure. IHJ 7,. Tag ,formwith Project Information /Pre 7pour,Form,Approval Tag (seesampte below) HJ PROJECT: DWG /DOC REF #: BATCH# MIX DATE: TIME: APPROVED BY,: TESTING REQUIRED: 'YES',t NO`t TESTED BY: Notes: forms within spec 'REINFORCING 1. Check shop drawings forthe diameter, spacing „and grade of rebar'& wire. HJ 2. Check steel,minimum clearances with approved shop drawings. 1HJ 3. Verify if spacers are to be attached to the vertical or horizontal bars, IHJ 4, Confirm that any necessaryiinserts,or,liftng hardware,have,been added. HJ ,5. Confirm 'lifting capacities and length `of lifting hardware. HJ 6. Check that all,botts,pins, and wedges. are tight. 'HJ Notes: bar spacing and,cIearance within (spec 'PREPOUR APPROVAL BY: !Date: 4111111 Title: .QC ,Manager [Mustreceive signed, approval before proceeding to pouring. oncrete Strength Test Report Project Shinn Tire W. Job # P -E Client Report # 4 Contractor Date Molded 4/11/11 PM Supplier Granite Precast & Conc. Date Received �� ttrengtn Requires �8 Dave 7000 Slump 5 112 " Quantity 6 - Cyl Air Content 5.8 % Air Temp 48 ° Unit Weight 144.6 Mix Temp 71 ° Water Required Time Batched 4:04 PM Other Time Sam•Ied Specimen Number Lab Number 4:09 PM Age days Date Tested Max Design Attached? Total Lbs Compressive Strength Remarks Stire41111. 41111P 1 4/12/11 63189 5031 1 4/12/11 63127 5026 1 Day Average 5029 7 4/18/11 85295 6791 7 4/18/11 85848 6835 7 Day Average 6813 28 5/9/12 95895 7635 28 5/9/12 96900 7715 28 Day Average 7675 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector 1 Comments Copies to: Submitted By: Granite Precast & Concrete, Inc. t QC Manager GiRANITE PRECASTING ;& CONCRETE, IPRE7ROU,R INSPECTION REPORT JOB TITLE: Shinn Tire 'W. [0 CONTRACT NO.: ,P =E ,FEDERAL AID ''NO ;: P.O, ENO.: CONTRACTOR: SPECIFIC STRUCTURE# ,_CHECK FORMS 1. Verify form (dime nsions comply!with (di men starts ,listed on approved; shop, drawings. HJ ;Check ,that'storms,h aye teen properly prepared ( cleaned And oiled form oil tstolnever come Into cord actWith rebar`) IHJ 3, Check I baterandlor skewangtes(make sure form is square). HJ 4. hecklkeywayAlignment, HJ '5. ,Check, form for any deformities or areas that may need,extra support. HJ 18. Check ,clamps and alignment pinslo be sure form lis(secure. HJ TagLformwithProjectlnformation/ P, re- pour[F,orm,Approval'Tagfsee sample ,below) HJ Notes: PROJECT: DWG /DOC REFik: I BATCH# MIX -- -- DATE: TIME: APPROVED BY: TESTINC'RECUIRED: YES( NO1 TESTED BY: Lwithin spec RE_I_NFORCING 1. ;Check shop drawings, for the diameter, spacing, andsgrade of rebar &,wire. HJ ,2. ,Check steel,Minimum clearances with.approved 'shop drawings. 'HJ 3. Verify 'if spacers are to be attached tothe vertical or I horizo ntal [bars. HJ 4. Confirm tha any necessary Inserts ,ori fting,hardware have been added. HJ 5. Confirm[lifting tcapacities and[ length Lof,lifting hardware. HJ 4. ,Check 'that alt! baits ,[pinsand wedges are tight. HJ (Notes: bar spading and, clearance. within spec IPREPOUR APPROVAL BY: (Date: ,4/1'1111 Title; OC Manager Musthreceive signed approval [before proceeding to pouring. rete Strength Test Report Project Shinn Tire W. Job # P -E Client Report # 4 Contractor Date Molded 4/11/11 PM Supplier Granite Precast & Conc. Date Received Strengthliequirea aw 7000 Slump 5 112 " jd}ZB Quantity 6 - Cyl Air Content 5.8 Air Temp 48 ° Unit Weight 144.6 Mix Temp 71 ° Water Required Time Batched 4:04 PM Other Time Sam led 4:09 PM Max Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks Stire41111 41111P 1 4/12/11 63189 5031 1 4/12/11 63127 5026 1 Day Average 5029 7 4/18/11 85295 6791 7 4/18/11 85848 6835 7 Day Average 6813 28. 5/9/12 95895 7635 28 -5/9/12 96900 7715 - 28 Day Average 7675 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector 1 Comments Copies to: Submitted By: din Granite Precast & Concrete, Inc. QC Manager GRANITE (PRECASTING & CONCRETE, INC. [PRE =POUR INSPECTION REPORT JOB TITLE: Shinn Tire W. 0 CONTRACT NO.. [P-F FEDERAL AID NO:: P.O. NO.: ,CONTRACTOR: SPECIFIC STRUCTURE# ,CHECK (FORMS '1,. 'Verify form dimensions comply With di menMons listed ,on 'approved ;shop ;drawings. ,HJ 2. ;Checkthat forms lhave been properly prepared (cleaned and oiled -form oil Us to never come Into contachwithTebar!) HJ 5. Check bate r .and /orLakew ,angles ,,(make,sure form isIsguare). HJ 4. Check key way alignment. �HJ - ,5. Check form for,any,deformities or areas that may meed,extra support. HJ ,6..Checkictamps and.aiignment pins to be sure form is secure. HJ 7. 'Tag form with ,Project llnformatIon /Pre- pour'FormApproval Tag ,(seeaampie,betow) PROJECT: DWG /DOC REF #: BATCH# MIX DATE: (TIME: APPROVED BY: TESTING REQUIRED: YES t NO 1 TESTED BY: Notes: forms within [spec RE INFORCING 1. Check I shop drawings for the idlameter ,i spacing , and ;grade of 'mbar &wire. HJ 2..Check :steel minimum clearanceswith approved shop,drawings. HJ 5. 'Verify if spacers are tolbe attached ,to the vertical lor'horizontalibars. HJ ,Confirm ,that any necessary, inserts or lifting lhardware have been added. HJ [5. Confirm lifting capacitiesiand'length,of lifting hardware. HJ ,6.1Check,that allibotts,;pins, andwedges are light. !HJ Notes: barspacing and ciearancewithin.spec P,REPOURAPPROVAL IBY Date: 418111 Title: ,QC [Manager Mushreceive signed approval beforelproceeding to pouring. Concrete Strength Test Report Project Shinn Tire W. Job # P -F Client Report # 4 Contractor Date Molded 4/8/11 PM Supplier Granite Precast & Conc. Date Received 'atrength Required 028 Dava 7000 Slump 5 1/2 " Quantity 6 - Cyl Air Content 5.6 % Air Temp 50 ° Unit Weight 144.6 Mix Temp 71 ° Water Required Time Batched 5:50 PM Other Time Sampled 5:55 PM M Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks Shinn T4811 4811P 1 4/9/11 69343 5521 1 4/9/11 70173 5587 1 Day Average 5554 7 4/15/11 83160 6621 7 4/15/11 82885 6599 7 Day Average 6610 28 5/6/11 96862 .7712 28 5/6/11 96548 7687 28 Day Average 7700 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector Comments Copies to: Submitted By: Granite Precast & Concrete, Inc. GRANITE PRECASTING & CONCRETE, INC. PRE-POUR INSPECTION REPORT JOB' TITLE: Shinn Tlr W. 0 CONTRACT NO.: 1R-G [FEDERAL AID NO.: IP.O. NO.: CONTRACTOR: 'SPECIFIC ,STRUCTURE# CHECK FORMS 1. Verify form dimensions comply ,with dimensions listed on approved shop drawings. ,HJ Check that forms :have been ,properly ;prepared ,(cieaned and ;oiled - form oil is .to never come ,into ,contact with ;rebar.) IHJ 3, !Checklbater,and /or skew,angies (make sure form lissquare). ,HJ 4. ,Checklkey way alignment. H9 5. Check form for anydeformities or areas that may need extra support. IHJ r6. Check clamps; and , align ment , pins lolbeIsure 'form Iis secure. 'HJ r gforrn with Project information /Pre _pour'Form,Approval Tag Oee,sampie,below) HJ Notes: PROJECT;: DWG /DOC',REF #: BATCH# MIX DATE: ITIME: - - - - APPROVED BY: TESTING REQUIRED: YES J NO1 TESTED 8Y: forms within spec REINFORCING 1. Check shop drawings,for the diameter, spacing, and grade of rebar& wire. HJ 2. ,Check steel iminimum ciearances with ,approved shop drawings. HJ .3. Verify lifspacers are tolbe. attached tattle verticalor horizontal bars. HJ 4. Confirm, that, any necessary , inserts or lilting, hardware, have been added. HJ i5., Confirm lifting capacities ,and length of ilfting hardware. HJ 6. Check that aIIIboits, pins, and wedges arelight. HJ Notes' 2, bar spacing and clearance within spec PREPOURAP-,PROVALIBY �,��t., Date: 41711 `1 Title: !QC Manager [must ireceive signed ; approvatbefore proceeding 10 pouring. Concrete Strength Test Report Project Shinn Tire W, Job # P -G Client Report # 4 Contractor Date Molded 4/7/11 PM Supplier Granite Precast & Conc. Date Received Strength Required 028 Days 7000 Slump 5 1/2 " Quantity 6 - Cyl Air Content 5.8 % Air Temp 54 ° Unit Weight 143 Mix Temp 60 ° Water Required Time Batched 3:08 PM Other Time Sam led 3:13 PM Max Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks ShinnT4711 4711P 1 4/8/11 66230 5270 1 4/8/11 65850 5240 1 Day Average 5255 7 4/14/11 83084 6615 7 4/14/11 82750 6620 7 Day Average 6618 28 5/5/11 95732 7622 28 5/5111 94363 7513 28 Day Average 7568 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector Comments 1\ Copies to: Submitted By: c Granite Precast & Concrete, Inc. QC Manager GRANITE ,PRECASTING '& ,CONCRETE, IING. PRE -POUR INSPECTION REPORT JOB TITLE: Shinn Tire W. 0 CONTRACT NO.: P-H,EW (FEDERAL AID [NO.: P.O. NO.: ICONTiRACTOR: ,SRECIFiC ;STRUCTURE# CHECK FORMS 1. 'Verify form dimensions comply with dimensions, listed on approved ,shop drawings. 'HJ 2. Check that forms,havelbeen properly prepared,(cieaned and, oiled - form oil ,isto.never come into contact with rebar.) HJ 3. ,Check,baterand /orskew,angles (make sure form is,square). 1HJ 4. ,Check,key way alignment. IHJ Z. Check form for anydetormities or areas that may need extrasupport. HJ 6. Check clamps and alignment pinstolbe,suredorm Is secure. HJ 7. Tag form ; with ,Projectllnformallon/ Pre- pourForm Approval'Tag,(see sample ;below) HJ PROJECT: DWG /DOC REF #,: BATCH# MIX DATE: 'ITIME: APPROVED,13Y: TESTING REQUIRED: YES1i NO1 TESTED'BY: Notes: forms within spec REINFORCING 1. Check sholArawings for thediameter,:spacing, and grade of rebar'8; wire. HJ ;2. Check steetiminimum clearances,with,approved shopdrawings, HJ 3, Verify ilf spacers areto be ,attached to■the ,vertical ,or horizontal,bars. HJ 4. Confirm that any necessary linserts wilting hardware have been added. HJ 5. ,Confirm lifting capacitiesand tengthof'llfting hardware. HJ 6. Check that all,bolts, pins, and wedges are tight. HJ (Notes bar spacing, and clearance within spec ;PREPOIJRAPPROVAL IBY: 'Date: :3/30111 Title: QC, Manager (Must receive signed approvaI'before;proceeding to pouring, rrength Test Report Project Shinn Tire W. Job # P -H,EW Client Report # 6 Contractor Date Molded 3/30/11 PM Su lier reng t equ Days Granite Precast re & Conc. 7000 Date Received Slump 27 1/2 " X28 Quantity 6 - Cyi Air Content 4.8 % Air Temp 49 ° Unit Weight 145.4 Mix Temp 65 ° Water Required Time Batched 12:39 PM Other Time Sampled 12:44 PM Max Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks 5- Tire33011 33011P 1 3/31/11 68150 5426 1 3/31/11 67335 5361 1 Day Average 5394 7 4/6/11 86790 6906 7 416111 83838 6675 7 Day Average 6791 28 4/27/11 118428 9429 28 4/27/11 120111 9563 28 Day Average 9496 Reinforcement Inspection . Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector Comments 1 7-\ Copies to: Submitted By: Granite Precast & Concrete, Inc. ■ QC Manager GRANITE PRECASTING & [CONCRETE,'LINC. PRE -POUR INSPECTION REPORT JOB'TITLE: Shinn Tire 'W.,0 FEDERAL AID 'NO.: CONTRACTOR: CONTRACT NO.: P -H P:O. NO.: !SPECIFIC STRUCTURE# CHECK FORMS 1.' Verify form dimensions.compiy,with dimensions listed on approved ishop drawings. HJ 2. Check that forms'have been [properly prepared (cleaned and oiled - form oil is to never come into contact with rebar.) HJ 3. Check bater and /or skew, angles (make sure form is square). IHJ 4. Check ikeyway alignment. HJ 5. Check form for, any,deformities or areas that ray ,,need,extra,support. HJ [6. heck clamps sand alignment ipin s' to be sure ,form ,is secure. HJ 7,. Tag form with Project Information /Pre;pouriForm Approval Tag, (see,s ample 'below) HJ (Notes: PROJECT: DWG /DOC REF #: BATCH# , MIX DATE: (TIME: APPROVED BYE TESTING REQUIRED: YES it 1NO i TESTED BY: forms within pec REINFORCING 1,. Check,shop drawings, for diameter, [spacing „and,grade of[rebar &wire. HJ Check steel minimum, ciearanceswith,approved shop drawings. HJ 3. 'Verify if spacers,areto,be attached, to, the; verticaltor ,horizontal bars. ,HJ 4. Confirm that any necessary linserts or I lifting lhardware I have been added. HJ 5. iConfirm lifting ,capacities 'and length of lining lhardware. HJ 6. Check that all bolts, pins, and wedges aretight. HJ ,Notes: bar spacing; and clearance within specs IPREPOUR APPROVAL BY: (Date: 3129111 'Title: QC Manager Must receive signed approvallbefore proceeding to pouring. crete Strength Test Report Project Shinn Tire W. Job # P -H Client Report # 4 Contractor Date Molded 3/29/11 PM Supplier Granite Precast & Conc. Date Received strength Required 026 Days 7000 Slump 5 ., Quantity 6 - Cyl Air Content 5 % Air Temp 49 ° Unit Weight 144 Mix Temp 67 ° Water Required Time Batched 3:10 PM Other Time Sampled 3:15 PM Max Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks 3- T1re32911 32911P 1 3/30/11 66830 5319 1 3/30/11 63130 5024 1 Day Average 5172 7 4/5/11 85970 6841 7 4/5/11 89860 7157 7 Day Average 6999 28. 4/26/11 95920 7637 28 4/26/11 96475 7681 28 Day Average 7659 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector Comments Copies to: Submitted By: Granite Precast & Concrete, Inc. QC Manager GRANITE PRECASTING S4 CONCRETE, INC. PRE -POUR INSPECTION REPORT JOB TITLE: Stinn31re'W. 0 CONTRACT NO P -A , EW FEDERAL AID NO.: P.O. NO.: - CONTRACTOR: 'SPECIFIC STRUCTURE# cHECK'iFORMS A. Verify form dimensions complywith dimensions Misled on approved :shop drawings. HJ 2. Check that ,forms ,have been [properly prepared (cleaned ,arid oiled -form oil lis to never come into contact with rebar.) HJ 3. Check bater and/or skew angles (make sure form GIs square). HJ 4. !Check key way;alignment. HJ 5,,Check form for any4eformitieslor areas (that mayineed_ extra support. HJ ,6. Check,clamps and alig_ nment :pins toibe,sure form is secure, HJ 7. `Tag form ;with ,Project Information /Pre -pour FormApproval'Tag (see,sample'below) HJ ,Notes: I PROJECT: DWGIDOC REF #: BATCH# MIX DATE: ITIME: APPROVED ,13)6: TESTING REQUIRED: YES' NO'l TESTED BY: forms within specs R_EINFQRCING 1. Check shop drawings,forthe diameter, spacing, and grade ofIrebar &wire. HJ '2. CheckAteel minmum clearances with approved shop,drawings. HJ 3, Verify 'if 'spacers are tolbe attached tothe,vertical,or,horizontal bars. ,HJ 4. Confirm that any necessary inserts or lifting 'hardware have been added. HJ 15. Confirm lifting capacities and length of lifting hardware. 'HJ 6. Check that alllbolts, pins, and ,wedges 'are tight. IHJ 'Notes: bar spacing and(clearance,within ,specs PREPOUR APPROVAL:BY: !Dale: Title: ,311811:1 QC (Manager Must receivelsigned approval before proceeding to pouring. Concrete Strength Test Report Project Shinn Tire W. Job # P -A , EW Client Report # 4 Contractor Date Molded 3/18/11 AM Supplier Granite Precast & Conc. Date Received trengtn Required 028 Dave 7000 Slump 6 " Quantity 6 - Cyi Air Content 5.8 % Air Temp 41 ° Unit Weight 143.8 Mix Temp 61 ° Water Reguired Time Batched 9 :56 AM Other Time Sam led 10:01 AM MaxDeslgnAttached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks 3- Tire31811 31811A 1 3/19/11 75815 6036 1 3/19/11 77334 6157 1 Day Average 6097 7 3/25/11 84466 6725 7 3/25/11 86050 6851 7 Day Average 6788 28 4/15/11 94388 7515 28 4/15/11 96963 7720 28 Day Average 7618 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector Comments _ !! Copies to: Submitted By: Granite Precast & Concrete, Inc. QC Manager GRANITE ,PRECASTING & CONCRETE, INC. PRE-POUR INSPECTION REPORT JOB TITLE: ,Shinn, Tire 0 CONTRACT NO.: P -A IFEDERAL AID ENO.: CONTRACTOR: SPECIFIC STRUCTURE# CHECK IFORMS 1. Verify form dimensions comply with,d !men sionsIIisted on approved shop drawings. HJ 2. Check that forms havelbeeniproperiy prepared,(cieaned.and oiled. -form oil lis 10 never come Into ,contact with reba r.) 1HJ 3. Check bater and /or,skew:angles (make sure,form is,square). HJ 4. Check keyway alignment. !HJ 5. ,Check form for:anydeformities orareasithatimay need extra .support. HJ B. Check clamps, and, alignment pins tobersure form is secure. HJ 7. Tag form with Project I nformaiionlPre- pour',Form,Approval'Tag (see sample below) IHJ Notes: PROJECT: DWG /DOC REF #: BATCH # I MIX DATE: (TIME: APPROVED'BY: TESTING REQUIRED: YES NO TESTED BY: forms within specs REINFORCING '1. Check.shop.drawingsrfor the diameter, spacing, and grade of rebar & wire. !HJ 2. .Check steel minimum clearances with approved shop drawings. HJ 3. Verify it spacers are to be attached,to.the verticalor horizontal bars. HJ 4. Confirm.that any necessaryinserts or lifting hardware have ,been radded. HJ 5.1Conflrm tifting capacities and length of lifting 'hardware. HJ �6. Check that .all ,bolls, pins „and,wedges are tight. 'HJ ,Notes: bar spacing :and clearance within specs PREP OUR IBY: IDate: ,3/17111 Title: QC 'Manager Must receive signed approval before proceeding to, pouring. Concrete Strength Test Report Project Shinn, Tire Job # P -A Client Report # 6 Contractor Date Molded 3/17/11 Supplier Granite Precast & Conc. Date Received strength Requires S28 Dava 7000 Slump 26 112 " Quantity 6 -Cy l Air Content 5 % Air Temp 52 ° Unit Weight 144.8 Mix Temp 64 ° Water Required Time Batched 2 :01 PM Other Time Sameled 2:06 PM Max Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks 3- T1re31711 31711P 1 3/18/11 66830 5319 1 3/18/11 69350 5518 1 Day Average 5419 7 3/24/11 87950 7227 7 3/24/11 93670 7454 7 Day Average 7341 28 4/14/11 116331 9262 28 4/14/11 115389 9187 28 Day Average 9225 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector I Comments Copies to: Submitted By: ANN Granite Precast & Concrete, Inc. QC Manager GRANITE IPRECIASTING & CONCRETE, INC. PRE -;POUR INSPECTION 'REPORT JOB TITLE: Shinn Tire 0 CONTRACT NO.: (FEDERAL AID NO.: CONTRACTOR: SPECIFIC STRUCTURE# CHECKIFORMS 1. Verify form dimensions ,complywithdimensions listed on approved shop drawings. HJ 2. Check that forms have !been property prepared (cleaned and oiled -form oil is ,to never come' into,contacl with rebar.) ,HJ 3. Check bater and /or,skew angles (make rsure form is square). HJ A. Check key way Alignment. HJ 5. Check form for any deformities areas that may nead extra support. HJ 6. Check.clampsand;alignment pins to,be suretform is secure. HJ 7. Tag forni with Projectlin formation /Pre -pour FormApproval Tag (see sample below) HJ Notes: PROJECT: DWG /DOC (REF #: BATCH# MIX DATE: ITIME: APPROVED BY: TESTING REQUIRED: YES '1 NO 'I TESTED BY: forms within spec 'REINFORCING '1. Check shop drawingsforthe diameter ,,spacing,, and ,grade 'of Irebar & wire. HJ 2., Check, steel minimum ,clearances \with approved ,shop drawings. HJ 3. Verify if spacers,are'to be attached 'to ,the vertical or horizontat bars. HJ 4. Confirm that any, necessary inserts or lifting 'hardware have been added. HJ 15, Confirm lifting capacities and length ofIiftinghardware. 1HJ ,6. Check 'that ,all bolts, pins, And ,wedgesI are Itight. HJ Notes :: bar (spading. and (cleara nce\within,sec PREPOUR APPROVAL BY,: (Date: '3116111 Title: QC Manager Must Ireceive signed approval before proceeding to pouring. Concrete Strength Test Report Project Shinn Tire Job # P- B Client Report # 6 Contractor Date Molded 3/16/11 Supplier Granite Precast & Conc. Date Received Strength Kequired 028 Days 7000 Slump 28 Quantity 6 - Cyi Air Content 5 % Air Temp 45 ° Unit Weight 144.4 Mix Temp 64 ° Water Required Time Batched 11:00 AM Other Time Sampled 11:05 AM Max Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks 3- Tire31611 31611A 1 3/17/11 67650 5383 1 67650 5383 1 Day Average 5383 7 3/23/11 84572 6735 7 3/23/11 86235 6866 7 Day Average 6801 28 4/13/11 118250 9410 28 4/13/11 119520 9516 28 Day Average 9463 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference:ASTM C31, C39 Attachment Inspector 1 Comments Copies to: Submitted By: air- Granite Precast & Concrete, Inc. QC Manager GRANITE PRECASTING & CONCRETE, INC. PRE -POUR INSPECTION REPORT JOB TITLE: Shinn T re.0 CONTRACT NO.: Ew -P -D FEDERAL AID NO,: P.O. NO.: CONTRACTOR: SPECIFIC STRUCTURE# CHECK 'FORMS 1. Verify form dimensions comply with dimensions fisted on,approved shop drawings, ,HJ 2. ,Check ,that forms l have [been properly prepared ,(cleaned and oiled - form pit is'to never come intocontaclwith rebar.) HJ 3. Check'bater and/or .skew,angtes (make sure form lis square). HJ .4. Check key way alignment. HJ 5. Check 'form for anydeforniiliesior ;areas ,thatlmay need ,extra support, 'HJ ,6. Check clamps ,and;alignrnentipins,to be, sure form is secure. HJ 1. Tag form with Project information /Pre -pour Form Approvat Tag (see sample below) [HJ Notes: PROJECT: DWG /DQC REF #: BATCH# MIX DATE: - TIME: APPROVED ,BY: TESTING REQUIRED: YES `,I NO i TESTED BY: forms within spec REINFORCING 8. Check;shop drawings 'for(the,diameter, spacing, and ,grade rebar'& wire. ,Check steel minimum clearances ,with approved shop drawings. iHJ 3. 'Verify if spacers,are to be attached to the vertical or horizontal bars. HJ 4, Confirm that any necessary inseris,or lifting hardware have been,added. HJ ,5. ;Confirm lifting capacities and'length of lifting hardware. HJ 6. ,Check,that all bolts, ,pins, and wedges are tight. HJ Notes: bar,spacing and clearance ,within ,specs IPREPOUR APPROVALIBY: !Date: 3/1'1/1`1 'Title; DC Manager Must'receive signed approval before proceeding to pouring. Concrete Strength Test Report Project Shinn Tire Job # Ew -P -D Client Report # 4 Contractor Date Molded 3/11/11 Supplier Granite Precast & Conc. Date Received trengtti Required jP a Days 7000 Slump 4 3/4 " Quantity 6 - Cyi Air Content 5 % Air Temp 61 ° Unit Weight 145 Mix Temp 61 ° Water Required Time Batched 1:09 PM Other Time Sam Specimen Number led Lab Number 1:14 Age days PM Date Tested Max Des'. n Attached? Total Lbs Compressive Strength Remarks STire31111 31111P 1 3/14/11 70425 5607 1 3/14/11 69535 5536 1 Day Average 5572 7 3/18/11 87255 6947 7 3/18/11 85891 6839 7 Day Average 6893 28 4/8/11 96340 7667 28 4/8/11 96865 7712 28 Day Average 7690 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector Comments Copies to: Submitted By: I Granite Precast & Concrete, Inc. QC Manager GRANITE PRECASTING & CONCRETE, INC. PRE -POUR INSPECTION REPORT .JOB TITLE: ShinnTire ,W.,O ,,CONTRACT ,P- D FEDERAL,AID'NO.: P.O. NO.: CONTRACTOR SPECIFIC STRUCTURE# 'CHECKIFORMS 1,, Verity 'form ,dimens ions , comply with (di mensions, Iisted approved' shop ,drawings, WJ 2. iChecklhat forms have beeniproperlyprepared,(cieaned and Oiled form ell Is Ito,nevercome into I contact with :rebar)) 'HJ 3. (C heck skew ,angles {make iureform Is 'square). !HJ 4. (Check 'key ,way alignment, ,HJ Checkform forany deformilleser,ereaslhat rnayneed extra support. 'HJ (Check,ciamps and ,alignment pins 'sure form ,is 'secure. HJ Z.'Tag (form (with ',Project Information /Pre;pourForm,Approval Tag (see samplelbelow), HJ INotes: PROJECT: DWG /DOC REF #: BATC_N# MIX DATE: TIME: APPROVED BY: TESTING REQUIRED: 'YES1 lNO'f TESTED ' BY: forms within spec REINFORCING 1.',Checkshop, drawingsIfor; thediameter ,spacing,land,grade(ofrebar wire, HJ 2. Check ,steel minimum'clearances,with approved ahop drawings. HJ 3. 'Verify If: spacers are lo be, attached ,to 'the ,velice! or _horizontal bars. ,HJ A. ,Confirm that'any necessary !inserts or lifting bardwa re lhave been added. ;HJ 5. ,Confirm lifting capaclties,and length, of lifting lhardware. HJ ti. ,Check that all :bolls, Epins, andwedges are light. HJ (Notes: barspacing And clearance within spec PREPOUR APPROVALIBY [Date: ,3/87,11 Title: ;QC ,Manager Must -receive ,signed approval before iproceedIng Ito pouring. rete Strength Test Report Project Shinn Tire W. Job # P- D Client Report # 6 Contractor Date Molded 3/8/11 Supplier Granite Precast & Conc. Date Received St ength Required nave 7000 Slump 28 faZa Quantity 6 -CyI Air Content 6.5 % Air Temp 43 ° Unit Weight 145 Mix Temp 63 ° Water Required Time Batched 3:25 PM Other Time Sampled 3:30 PM Max Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks S -T 3811P 3811P 1 3/9/11 61896 4928 1 65767 5236 1 Day Average 5082 7 3/15/11 87206 6943 7 3/15/11 86224 86224 7 Day Average 6904 28 4/5/11 110352 8786 28 117636 9366 28 Day Average 9076 Reinforcement Inspection Speclment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector Comments I\ Copies to: Submitted By: Granite Precast & Concrete, Inc. (,) 11 QC Manager GRANITE 'PRECASTING & CONCRETE, [INC. PRE- ; ;PO;UR IINSPECTII,ON REPORT JOB STIT,LE: Shinn 'Nre FEDERAL AID,NO.: CONTRACTOR: CONT:RACT'NO. :Sump P.O.. ''NO SPECIFIC,STRUCTURE# ,CHECK',FORMS V er ifyform, dimensionscomplywith,dimensions listed ,on Approved shop drawings. HJ 2, heck Ithat 'forms 'have been property prepared (cleaned and oiled r form soil lislo,never come iinto.contactwith rebar.) IHJ 3. Check baterand /orskewangles (makesureform issguare). HJ 4. 'Check ,key way ,align ment. HJ 5. Check 'form ,,for any deformities or ,areas f hat ,may 'need extra support. �H9 IHJ 7, Tag form with 1Project', Information /Pre-pour Form, Approval7Tag,(see,sample below) IHJ 5..0 heck .clamps And Alignment pins 10 be sure sform is secure. (Notes: PROJECT: DWG/DOC REP #,: BATCH# .MIX DATE-: (TIME; APPROVEDIBY: TESTI NG 'REQUIRED: YES Li NO IT TESTED IBY,: forms Within spec REINFORCING 1. Check shop drawings for the.diameter, spacing, andlgrade [re bar, &vwire. IHJ 2. Check steel minimum, clearances with approvedshop.drawings. 1HJ �3. Verify ifspacers Are sto'beattached toithe .vertical ,or horizontal bars. HJ 4. Confirm. that 'any Lnecessa ry 'inserts Iorlifting hardware, have bee n, added . _HJ 15. Confirm lifting papacities,andlength of lifting hardware. lHJ Checkihat alt bolts. (pins, and wedges are Might. IHJ Notes: bar spacing' and clearance PRERO,UR APPROVAL BY: Date: '317/1'1 1Title: ',Manager Mustsreceive signed lap ;QC Manager Concrete Strength Test Report Project Shinn Tire W. Job # # 6 Client Report Sump Contractor Date Molded 317/11 Sus •tier reng equ 28 Days Granite Precast & Conc. ,. 7000... ..,:, .._. re Date Received Slump ._.. 27 " t, Quantity 6 -Cyl Air Content 5.8 % Air Temp 45 ° Unit Weight 144.8 Mix Temp 65 ° Water Required Time Batched 3:59 PM Other Time Sam led 4:04 PM Max Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks S- Tire3711 3711P 1 3/8/11 66256 5275 1 3/8/11 67590 5381 1 Day Average 5328 7 3/14/11 87240 6942 7 3/14/11 89628 7136 7 Day Average 7039 28 4/4/11 116730 9289 28 4/4/11 118641 9422 28 Day Average 9356 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachmen Inspector Comments Copies to: 1 Granite Precast & Concrete, Inc. Submitted By: QC Manager GRANITE PRECASTING '& CONCRETE, INC. 1PREPOUR INSPECTION REPORT JOB TITLE: Shinn Tire' W. CONTRACT NO.: 'P -C FEDERAL AID NO.: !P O. [NO.: CONTRACTOR: SPECIFIC STRUCTURE# CHECK FORMS f .':Verify,form dimensions comply,with dimensions listed on,approved,shop drawings. 2, Check that forms have been property prepared {cleaned and soiled -form oil is,to never come, into: contact with rebar.) V 5. Check bater and /or skew angles (makesure,form Iis square). ✓ 4. Check keY,wayalignment. ✓ 5.:Check form.for,any deformitiesor areas that may need.extra,support. 6. Check clamps ,and alignment pinstolbe, sure ',form'is.secure. 7. Tag :form with Project Information /Pre- pour;Form,Approval Tag ,(see sample below). ✓ RRO9ECT; 1 DWG /DOC REF, #: BATCH# MIX DATE: IITIME: APPROVED BY: TESTING REQUIRED: 'YESII ,NO ,I TESTED ,BY: 1Notes :i forms within spec REINFORCING 1. _Checkishop drawings for,thediameter,ispacing „and grade of rebar & wire. 2. ,Check :steel minimum clearances with,approved shop drawings. 3. Verify If spacers are to be,attached:tothe vertical or horizontal bars. 4. Confirm that any necessary inserts or lifting hardware have been added. ;5. Confirm Mt ng .capacities And length oftifting,hardware. '6..Check that all bolts, pins, 'and wedges are (tight Notes: 1 bar spacing and ctearance within specs PREPOUR APPROVAL 33Y: Date: Title: 3/7/1 QC Manager Must receive signed, approval(before proceeding to pouring. nath Test Report Project Shinn Tire W. Job # P-C Client Report # 6 Contractor Date Molded 3/7/11 Supplier Granite Precast & Conc. Date Received strength Kequtrea DavS 7000 Slump 27 /128 Quantity 6 - CyI Air Content 5.8 % Air Temp 45 ° Unit Weight 144.8 Mix Temp 65 ° Water Required Time Batched 3:39 PM Other Time Sampled 3:44 PM Mix Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks S Tire -3711 3711P 1 3/8/11 63190 5031 1 63769 5077 1 Day Average 5054 7 3/14/11 92910 7393 7 95960 7637 7 Day Average 7515 28 4/4/11 114700 9127 28 112750 8972 28 Day Average 9050 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector 1 Comments n Copies to: Submitted By: Granite Precast & Concrete, Inc. GRANITE PRECASTING ;& CONCRETE, INC. 1PRE -POUR INSPECTION REPORT JOB'TITLE: 'Shinn Tire W.10 CONTRACT NO.: IP -,HEW FEDERAL, AID INO.: P.O. (NO CONTRACTOR: SPECIFIC STRUCTURE# ,CHECKIF-,ORMS 1. 'Ye rifyform dimensionsccompiyvwith dimensions listed on,.approved 'Shop drawings. HJ '2. Check that forms have been [properly prepared (cleaned and diled,- formOil Isto[never comelinto contact with rebar) HJ Z. Check ,baterlandior [Skew !angles ,fmake ,sure,fo I is ',square), �HJ A. Check [key ,way Alignment, HJ �5. ,checklorm for any deformities,or ,areastthat ,may need extra support. HJ ∎6. ,CheckciampsAnd alignmentlpins,to be sure,form is [secure. iHJ 7. Tag formwith Project InformationlPretpour!Form Approval ,(seeLsampia bpi(*) ,HJ Notes: PROJECT: DWG /DOC REF, #: BATCH# i MIX DATE: 'TIME: APPROVED BY: TESTING 'REQUIRED: YES 'I 'NO i TESTED 'BY: forms within Ispec REINFORCING 1,. Check, shop drawingsfor bediameter, spacing, and,grade of,rebar,& wire. HJ 2. Check :steel:minimum Clearances with approved shop drawings. HJ 1. Verlfy ifspacers are to be attached the 'vertical or,horizontal;bars. HJ 4. ,Confirm (that any ,necessary inserts or lifting 'hardware [have been gadded. HJ 5.,Confirmllifting ,capacitiesgnd lengthofllifting ,hardware. HJ 6.,Chec11 ,that all'bolts, pins, andwedgesaro light ,HJ INotesj. bar spacing and rclearancelwithin spec PREPOURAPPROVAL IBY: Date: Title: - 3/30/11 1QC Manager 'Must ,receive isigned approval 'before 'proceeding to 'pouring. Concrete Strength Test Report Project Shinn Tire W. Job # P -H,EW Client Report # 6 Contractor Date Molded 3/30/11 PM Supplier Granite Precast & Conc. Date Received Strength Kequ►ret! V28 Dave 7000 Slump 27 1/2 " Quantity 6 - Cyl Air Content 4.8 % Air Temp 49 ° Unit Weight 145.4 Mix Temp 65 ° Water Required Time Batched 12:39 PM Other Time Sam Specimen Number led Lab Number 12:44 Age days PM Date Tested Max Des n Attached? Total Lbs Compressive Strength Remarks 3- Tire33011 33011P 1 3/31/11 68150 5426 1 3/31/11 67335 5361 1 Day Average 5394 7 4/6/11 86790 6906 7 4/6/11 83838 6675 7 Day Average 6791 28 4127/11 118428 9429 28 4/27/11 120111 9563 28 Day Average 9496 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment inspector Comments Copies to: Submitted By: 1 Granite Precast & Concrete, Inc. c�A QC Manager GRANITE IP- RECASTING ,& CONCRETE, TE, INC. I PRE- POUR ,INSPECTION REPORT ,JOB TITLE; Shinn Tire'W. ,0 ;CONTRACT'NO.: PH FEDERAL,AID NO.: .P:O. ,CONTRACTOR: SPECIFIC 'STRU,CTURE# CHECK FORMS 1, Verifyform dimensions compiy■with dimensions listed ,on Approved (Shop (drawings. IHJ 2. Checklhat forms 'have been properly prepared (cleaned andciled - form Dll is to never into contact (mbar.) HJ 3. Check bater and/or skewangtes(make sure formis square). HJ 4. Check key way alignment. HJ 5, Check form ,forsty deformities lor a reas 'that mayineed extra support. HJ 6. Check clamps and Alignment pins to besure fornis secure. HJ Tagiorm with Project Information /Pre- pour Ftiorm,Approval Tag, (see sample lbelow) �H;1 Notes: PROJECT: DWG/DO C' ,REF #: BATCH# MIX DATE: IITIME: APPROVED BY: TESTING, REQUIRED: YES'i INO'i TESTED', BY: forms within pec IREINFORCING 1. Check's hop ,drawings [for ;the diameter, spacing, and grade of rebar &wire. IHJ ,2. Check steel minirnum clearances ,with ,approved shop drawings. IHJ 3. Verify If spacers are to beattached to, the, vertical or horizontal bars. IHJ 4 Confrm,thal`any necessary inseris,or lifting 'hardware have beenOded, IHJ 5 ;Confirmllifting capacities and length of Iifting hardware, LHJ 16.,Check,that' all 'bolts, pins, and: wedges. are light. IHJ Notes:. bar spacing sand clearance ;within specs PREPOURAPPROVAL 1BY: (Date: ,3/2911'1 Tiitle: QC (Manager ■ust receive signed. approval before, proceeding to pouring. Concrete Strength Test Report Project Shinn Tire W. Job # P -H Client Report # 4 Contractor Date Molded 3/29/11 PM Supplier Granite Precast & Conc. Date Received strength Required 028 Days 7000 Slump 5 ii Quantity 6 - CyI Air Content 5 % Air Temp 49 ° Unit Weight 144 Mix Temp 67 ° Water Required Time Batched 3:10 PM Other Time Sameled 3:15 PM Max Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks 3- Tire32911 32911P 1 3/30/11 66830 5319 1 3/30/11 63130 5024 1 Day Average 5172 7 4/5/11 85970 6841 7 4/5/11 89860 7157 7 Day Average 6999 28 4/26/11 95920 7637 28 4/26/11 96475 7681 28 Day Average 7659 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector 1 Comments Copies to: Granite Precast & Concrete, Inc. Submitted By: QC Manager GRANITE PRECASTING & CONCRETE, INC. PRE -POUR INSPECTION REPORT JOB TITLE: Shinn Tire W. 0 CONTRACT NO.: P -A , EW FEDERAL AID NO.: P.O. NO.: CONTRACTOR: SPECIFIC STRUCTURE# CHECK FORMS 1. Verify form dimensions comply with dimensions listed on approved shop drawings. HJ 2. Check that forms have been properly prepared (cleaned and oiled - form oil is to never come into contact with rebar.) HJ 3. Check bater and /or skew angles (make sure form is square). HJ 4. Check key way alignment. HJ 5. Check form for any deformities or areas that may need extra support. HJ 6. Check clamps and alignment pins to be sure form is secure. HJ 7. Tag form with Project Information/Pre -pour Form Approval Tag (see sample below) HJ PROJECT: DWG/DOC REF #: BATCH# MIX DATE: (TIME: APPROVED BY: TESTING REQUIRED: YES I NO 1 TESTED BY: Notes: forms within specs REINFORCING 1. Check shop drawings for the diameter, spacing, and grade of rebar & wire. HJ 2. Check steel minimum clearances with approved shop drawings. HJ 3. Verify if spacers are to be attached to the vertical or horizontal bars. HJ 4. Confirm that any necessary inserts or lifting hardware have been added. HJ 5. Confirm lifting capacities and length of lifting hardware. HJ 6. Check that all bolts, pins, and wedges are tight. HJ Notes: bar spacing and clearance within specs PREPOUR APPROVAL BY: i;1, )A 1 Date: 3/18/11 Title: QC Manager Must receive signed approval before proceeding to pouring. Concrete Strength Test Report Project Shinn Tire W. Job # P -A , EW Client Report # 4 Contractor Date Molded 3/18/11 AM Supplier Granite Precast & Conc. Date Received Strength Required 4029 Dave 7000 Slump 6 Quantity 6 - Cyl Air Content 5.8 % Air Temp 41 ' Unit Weight 143.8 Mix Temp 61 ° Water Required Time Batched 9:56 AM Other Time Sampled 10:01 AM MaxDeslgnAttached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks -Tire31811 31811A 1 3/19/11 75815 6036 1 3119/11 77334 6157 1 Day Average 6097 7 3/25/11 84466 6725 7 3/25/11 86050 6851 7 Day Average 6788 28 4/15/11 94388 7515 28 4/15/11 96963 7720 28 Day Average 7618 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector Comments Copies to: Submitted By: Granite Precast & Concrete, Inc. ' "�' QC Manager GRANITE PRECASTING & CONCRETE, INC. PRE -POUR INSPECTION REPORT JOB TITLE: Shinn, Tire 0 CONTRACT NO.: P -A FEDERAL AID NO.: P.O. NO.: CONTRACTOR: SPECIFIC STRUCTURE# CHECK FORMS 1. Verify form dimensions comply with dimensions listed on approved shop drawings. HJ 2. Check that forms have been properly prepared (cleaned and oiled - form oil is to never come into contact with rebar.) HJ 3. Check bater and /or skew angles (make sure form Is square). HJ 4. Check key way alignment. HJ 5. Check form for any deformities or areas that may need extra support. HJ 6. Check clamps and alignment pins to be sure form is secure. HJ 7. Tag form with Project Information /Pre -pour Form Approval Tag (see sample below) HJ PROJECT: DWG /DOC REF #: BATCH# MIX DATE: ITIME: APPROVED BY: TESTING REQUIRED: YES i NO t TESTED BY: Notes: forms within specs REINFORCING 1. Check shop drawings for the diameter, spacing, and grade of rebar & wire. HJ 2, Check steel minimum clearances with approved shop drawings. HJ 3. Verify if spacers are to be attached to the vertical or horizontal bars. HJ 4. Confirm that any necessary inserts or lifting hardware have been added. HJ 5. Confirm lifting capacities and length of lifting hardware. HJ 6. Check that all bolts, pins, and wedges are tight. HJ Notes: bar spacing and clearance within specs PREPOUR APPROVAL BY: \CKJ) Date: 3/17/11 Title: QC Manager Must receive signed approval before proceeding to pouring. Concrete ;Strength Test Repori Project Shinn, Tire Job,# I P -A Client Report # 6 Contractor Date Molded 13/17/11 Supplier Granite Precast & Conc. Date Received ngtn ,Required str= aw 7000 Slump 26 112 "' Quantity 6 -Cyl Air Content 5'% Air `Temp 152'° I Unit Weight 144.8 Mix Temp 64'° Water Required Time Batched 1 2:01 IPM 1 Other Time Sampled 2:06 IPM 1 Max1DesignAttached? Specimen 11 'Number ;Lab Number Age 1 days Date Tested �, Total 1Lbs Compressive Strength Remarks S- Tire31711 31711P 1 3/18/11 66830 5319 1 1 3/1,8/11 '1 ;69.350 5518 1 �,Day Average ;5419�� 3/24/,11 I ,87950 7227 7 3/24/11 1 93670 7,454 ;7'Day Average 7341 �28 4/14/11 1 11,6331 19262 28 1 4114/11 1 115389 ' 9187 28 Day Average 9225 Reinforcement inspection 1 Speciment;Size' 4X8 Conforms Test, Reference: ASTM C31, C39 Attachment Inspector I Comments �Copies'1o: 'Submitted',By: Grariite Precast .& cConcrete, [Inc. QC!Manager GRANITE PRECASTING & CONCRETE, INC. PRE -POUR INSPECTION REPORT JOB TITLE: Shinn Tire 0 CONTRACT NO.: P- B FEDERAL AID NO.: P.O. NO.: CONTRACTOR: SPECIFIC STRUCTURE# CHECK FORMS 1. Verify form dimensions comply with dimensions listed on approved shop drawings. HJ 2. Check that forms have been properly prepared (cleaned and oiled - form oil Is to never come Into contact with rebar.) HJ 3. Check bater and /or skew angles (make sure form is square). HJ 4. Check key way alignment. HJ 5. Check form for any deformities or areas that may need extra support. HJ 6. Check clamps and alignment pins to be sure form is secure. HJ 7. Tag form with Project Information /Pre -pour Form Approval Tag (see sample below) HJ PROJECT: DWG /DOC REF #: BATCH# MIX DATE: 'TIME: APPROVED BY: TESTING REQUIRED: YES t NO I TESTED BY: Notes: forms within spec REINFORCING 1. Check shop drawings for the diameter, spacing, and grade of rebar & wire. HJ 2. Check steel minimum clearances with approved shop drawings. HJ 3. Verify if spacers are to be attached to the vertical or horizontal bars. HJ 4. Confirm that any necessary inserts or lifting hardware have been added. HJ 5. Confirm lifting capacities and length of lifting hardware. HJ 6. Check that all bolts, pins, and wedges are tight. HJ Notes: bar spacing and clearance within spec PREPOUR APPROVAL BY: ; I0 Date: 3/16/11 Title: QC Manager Must receive signed approval before proceeding to pouring. Concrete Strength Test Report Project Shinn Tire Job # P- B Client Report # 6 Contractor Date Molded 3/16/11 Supplier Granite Precast & Conc. Date Received trengtn rcequirea P28 Days 7000 Slump 28 Quantity 6 - Cyl Air Content 5 % Air Temp 45 ° Unit Weight 144.4 Mix Temp 64 ° Water Required Time Batched 11:00 AM Other Time Sampled 111:05 AM Max Design Attached ?' Specimen Number Lab 1 Number Age days Date Tested Total Lbs Compressive Strength Remarks 3- Tire31611 31611A 1 3117/11 67650 5383 1 67650 5383 1 Day Average 5383 7 3/23/11 84572 6735 7 3/23/11 86235 6866 7 Day Average 6801 28 4/13/11 118250 9410 28 4/13/11 119520 9516 28 Day Average 9463 Reinforcement Inspection I Speciment Size 4X8 Conforms Test 'Reference: ASTM C31, C39 Attachment Inspector Comments Copies to: Submitted By: Granite Precast & Concrete, Inc. QC Manager GRANITE PRECASTING & CONCRETE, INC. PRE -POUR INSPECTION REPORT JOB TITLE: Shinn Tire 0 CONTRACT NO.: Ew -P -D FEDERAL AID NO.: P.O. NO.: CONTRACTOR: SPECIFIC STRUCTURE# CHECK FORMS 1. Verify form dimensions comply with dimensions listed on approved shop drawings. HJ 2. Check that forms have been properly prepared (cleaned and oiled - form oil is to never come into contact with rebar.) HJ 3. Check bater and /or skew angles (make sure form is square). HJ 4. Check key way alignment. HJ 5. Check form for any deformities or areas that may need extra support. HJ 6. Check clamps and alignment pins to be sure form Is secure. HJ 7. Tag form with Project Information /Pre -pour Form Approval Tag (see sample below) HJ PROJECT: DWG /DOC REF #: BATCH# MIX DATE: ITIME: APPROVED BY: TESTING REQUIRED: YES 1 NO t TESTED BY: Notes: forms within spec REINFORCING 1. Check shop drawings for the diameter, spacing, and grade of rebar & wire. HJ 2. Check steel minimum clearances with approved shop drawings. HJ 3. Verify if spacers are to be attached to the vertical or horizontal bars. HJ 4. Confirm that any necessary inserts or lifting hardware have been added. HJ 5. Confirm lifting capacities and length of lifting hardware. HJ 6. Check that all bolts, pins, and wedges are tight. HJ Notes: bar spacing and clearance within specs PREPOUR APPROVAL BY: Date: 3/11/11 Title: QC Manager Must receive signed approval before proceeding to pouring. Concrete Strenith Test Report Project Shinn Tire Job # Ew -P -D Client Report # 4 Contractor Date Molded 3/11/11 Supplier Granite Precast & Conc. Date Received Strength Required 028 Dave 7000 Slump 4 314 " Quantity 6 - Cyl Air Content 5 % Air Temp 61 ° Unit Weight 145 Mix Temp 61 ° Water Required Time Batched 1:09 PM Other Time Sam led 1:14 PM Max Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks STire31111 31111P 1 3/14/11 1 70425 5607 1 3/14/11 69535 5536 1 Day Average 5572 7 3/18/11 87255 6947 7 3/18/11 85891 6839 7 Day Average 6893 28 4/8/11 96340 7667 28 4/8/11 96865 7712 28 Day Average 7690 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, 039 Attachment inspector 1 Comments Copies to: 1 Granite Precast & Concrete, Inc. Submitted By: QC Manager GRANITE PRECASTING & CONCRETE, INC. PRE -POUR INSPECTION REPORT JOB TITLE: Shinn Tire W. 0 CONTRACT NO.: P- D FEDERAL AID NO.: P.O. NO.: CONTRACTOR: SPECIFIC STRUCTURE# CHECK FORMS 1. Verify form dimensions comply with dimensions listed on approved shop drawings. HJ 2. Check that forms have been properly prepared (cleaned and oiled - form oil is to never come Into contact with rebar.) HJ 3. Check bater and /or skew angles (make sure form is square). HJ 4. Check key way alignment. HJ 5. Check form for any deformities or areas that may need extra support. HJ 6. Check clamps and alignment pins to be sure form is secure. HJ 7. Tag form with Project Information /Pre -pour Form Approval Tag (see sample below) HJ PROJECT: DWG /DOC REF #: BATCH# MIX DATE: TIME: APPROVED BY: TESTING REQUIRED: YES i NO i TESTED BY: Notes: forms within spec REINFORCING 1. Check shop drawings for the diameter, spacing, and grade of rebar & wire. HJ 2. Check steel minimum clearances with approved shop drawings. HJ 3. Verify if spacers are to be attached to the vertical or horizontal bars. HJ 4. Confirm that any necessary inserts or lifting hardware have been added. HJ 5. Confirm lifting capacities and length of lifting hardware. HJ 6. Check that all bolts, pins, and wedges are tight. HJ Notes: bar spacing and clearance within spec PREPOUR APPROVAL BY: Date: 3/8/11 Title: QC Manager Must receive signed approval before proceeding to pouring. Concrete Strength Test Report Project Shinn Tire W. Job # P- D Client Report # 6 Contractor', Date Molded 3/8/11 Supplier Granite Precast & Conc. Date Received 'Strengtn Requirea •■28 Days 7000 Slump 28 " Quantity 6 -Cyl Air Content 6.5 % Air Temp 43 ° Unit Weight 145 Mix Temp 63 ° Water Required Time Batched -. 3:25 PM Other Time Sampled 3:30 PM Max Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks S-T 3811P 3811P 1 3/9/11 61896 4928 1 65767 5236 1 Day Average 5082 1 7 3/15/11 87206 6943 7 3/15/11 86224 86224 7 Day Average 6904 28 4/5/11 110352 8786 28 117636 9366 28 Day Average 9076 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector I Comments Copies to: Submitted By: 1 Granite Precast & Concrete, Inc. GRANITE PRECASTING & CONCRETE, INC. PRE -POUR INSPECTION REPORT JOB TITLE: Shinn Tire W. 0 CONTRACT NO.: Sump FEDERAL AID NO.: P.O. NO.: CONTRACTOR: SPECIFIC STRUCTURE# CHECK FORMS 1. Verify form dimensions comply with dimensions listed on approved shop drawings. HJ 2. Check that forms have been properly prepared (cleaned and oiled - form oil Is to never come Into contact with rebar.) HJ 3. Check bater and/or skew angles (make sure form is square). HJ 4. Check key way alignment. HJ 5. Check form for any deformities or areas that may need extra support. HJ 6. Check clamps and alignment pins to be sure form is secure. HJ 7. Tag form with Project Information /Pre -pour Form Approval Tag (see sample below) HJ Notes: PROJECT: DWG/DOC REF #: BATCH# . MIX . DATE: 'TIME: APPROVED BY: TESTING REQUIRED: YES 1 NO 1 TESTED BY: _, forms within spec REINFORCING 1. Check shop drawings for the diameter, spacing, and grade of rebar & wire. HJ 2. Check steel minimum clearances with approved shop drawings. HJ 3. Verify if spacers are to be attached to the vertical or horizontal bars. HJ 4. Confirm that any necessary inserts or lifting hardware have been added. HJ 5. Confirm lifting capacities and length of lifting hardware. HJ 6. Check that all bolts, pins, and wedges are tight. HJ Notes: bar spacing and clearance PREPOUR APPROVAL BY: Date: Title: cc 3/7/11 QC Manager Must receive signed ap QC Manager Concrete Strength Test Report Project Shinn Tire W. Job # # 6 Client Report Sump Contractor Date Molded 3/7/11 Supplier Granite Precast & Conc. Date Received trengtn Required 028 Dave 7000 Slump 27 Quantity 6 -Cyl Air Content 5.8 % Air Temp 45 ° Unit Weight 144.8 Mix Temp 65 ° Water Required Time Batched 3:59 PM Other Time Sam led 4:04 PM Max Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks S- T1re3711 3711P 1 3/8/11 66256. 5275 1 3/8/11 67590 5381 1 Day Average 5328 7 3/14/11 87240 6942 7 3/14/11 89628 7136 7 Day Average 7039 28 4/4/11 116730 9289 28 4/4/11 118641 9422 28 Day Average 9356 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector I Comments Copies to: Submitted By: 1 Granite Precast & Concrete, Inc. QC Manager GRANITE PRECASTING & CONCRETE, INC. PRE -POUR INSPECTION REPORT JOB TITLE: Shinn Tire W. CONTRACT NO.: P -C FEDERAL AID NO.: P.O. NO.: CONTRACTOR: SPECIFIC STRUCTURE# CHECK FORMS 1. Verify form dimensions comply with dimensions listed on approved shop drawings. f 2. Check that forms have been properly prepared (cleaned and oiled - form oil Is to never come into contact with rebar.) 3. Check bater and/or skew angles (make sure form is square). V 4. Check key way alignment. 5. Check form for any deformities or areas that may need extra support. V 6. Check clamps and alignment pins to be sure form is secure. V 7. Tag form with Project Information!Pre -pour Form Approval Tag (see sample below). ✓ PROJECT: DWG/DOC REF #: BATCH# MIX DATE: LTIME: APPROVED BY: TESTING REQUIRED: YES; NO 1 TESTED BY: , Notes: forms within spec REINFORCING 1. Check shop drawings for the diameter, spacing, and grade of rebar & wire. 2. Check steel minimum clearances with approved shop drawings. V 3. Verify if spacers are to be attached to the vertical or horizontal bars. 4. Confirm that any necessary inserts or lifting hardware have been added. V 5. Confirm lifting capacities and length of lifting hardware. 6. Check that all bolts, pins, and wedges are tight. ✓ Notes: bar spacing and clearance within specs PREPOUR APPROVAL BY: Date: 317111 Title: QC Manager Must receive signed approval before proceeding to pouring. Concrete Strength Test Report Project Shinn Tire W. Job # P -C Client Report # 6 Contractor Date Molded 3/7/11 Supplier Granite Precast & Conc. Date Received Strength Required 028 Dave 7000 Slump 27 " Quantity 6 - Cyl Air Content 5.8 % Air Temp 45 ° Unit Weight 144.8 Mix Temp 65 ° Water Required Time Batched 3:39 PM Other Time Sam led 3:44 PM Mix Design Attached? Specimen Number Lab Number Age 1 days Date 1 Tested Total Lbs Compressive Strength Remarks 5 Tire -3711 3711P 1 3/8/11 ' 63190 5031 1 63769 5077 1 Day Average 5054 7 3/14/11 92910 7393 1 7 95960 7637 7 Day Average 7515 28 4/4/11 114700 9127 28 112750 8972 • 28 Day Average 9050 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector 1 Comments Copies to: Submitted By: Granite Precast & Concrete, Inc. QC Manager Concrete Strength Test Report Protect Shinn West Job # P -B Client Report # 6 Contractor Date Molded 3/24/11 PM Supplier Granite Precast & Conc. Date Received Strength Required Dave 7000 Slump 27 1/2 " 02a Quantity 6 - Cyl Air Content 5.4 % Air Temp 62 ° Unit Weight 145.8 Mix Temp 67 ° Water Required Time Batched 2:26 PM Other Time Sameled 2:31 PM Max Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks 3West32411 32411P 1 3/25/11 70820 5636 1 3/25/11 73270 5830 1 Day Average 5733 7 3/31/11 85080 6771 7 3/31/11 86970 6921 7 Day Average 6846 28 4/21/11 118050 9394 28 4/21/11 114590 9119 28 Day Average 9257 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector I Comments Pi, --\ n Copies to: Submitted By: Granite Precast & Concrete, Inc. QC Manager ;GRANITE PRECASTING & CONCRETE, INC. 'PRE -POUR INSPECTION REPORT JOB TITLE: Shinn ,Vilest ,R ;0 CONTRACT'NO ::'.P -A FEDE,RALAID CONTRACTOR: SPEC IFIC'STRU,CTIJRE# ,CHECK 'FORMS 1. ` Verify, form. dimensions, comply, With (dimensions listed oruapproved shop drawings. HJ 2. iCheck;ihat;forms,havelbeen properly ;prepared (cleaned 'and oiled - form oil is tonever come [into Icontacl withIrebar.) 'HJ 1. Check'bater and /orAkew angles (make sura form is square). IHJ 4. Check key way ahgnment. 'IHJ 5. Qheckform for any defortuitiescir areas that:mayneed extra support. IHJ 6, Check clamps and alignment pins to besure;form Is secure. HJ 7, 'Tag form,with Project Information /Pre;pour; Form Approval Tag (see sample below) 1HJ Notes: PROJECT DWG/DOC REF #: BATCH# MIX DATE: TIME: APPROVED BY: TESTING iREQUIRED: YES 'I NO 1 TESTED BY: forms within ispeCS L REINFORCING 1,. ,Check is hop .drawings tor ;the diameter, spacing,sand grade ,o( rebar, &,wire. IHJ 2. Check steel minimum ;clearances'with approved shop drawings. IHJ 3. Verify If spacers are to be attached to the vertical or horizontal bars. IHJ ;4.1Confirmithat:any necessary ' inserts or lifting hardware have been added. �HJ 5.l Confirm', lifti rig ;capacities And length Loflifting hardware. HJ ;6. ;Check that all bolts, ;pi and 'wedges are light. IHJ Notes: bar spacing and ,clea ran ce \within specs PREPOUR APPROVAL BY: Date: 3123/11 Title: 1QC,Manager Must receive (signed approval:before proceeding toipouring. Concrete Strength Test Report Project Shinn West R Job # P-A Client Report # 6 Contractor Date Molded 3/23/11 Supplier Granite Precast & Conc. Date Received Strength liequ -Ired Days 7000 Slump 25112 " 028 Quantity 6 -Cyl Air Content 4.8 Air Temp 56 ° Unit Weight 146.2 Mix Temp 65 ° Water Required Time Batched 1:41 PM Other Time Sampled 1:46 PM �MaxDesign Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks 3West32311 32311P 1 3/24/11 76766 6112 1 3/24/11 74557 5936 1 Day Average 6024 7 3/30/11 89206 7102 7 3/30/11 87130 6937 7 Day Average 7019 28 4/20/11 116570 9281 28 4/20111 118880 9465 28 Day Average 9373 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector 1 Comments Copies to: Submitted By: Granite Precast & Concrete, Inc. GRANITE PRECASTING & CONCRETE, ZINC. PRE -POUR INSPECTION REPORT JOB TITLE; Shinn West RHO CONTRACT NO.: T -2 FEDERAL AID NO.: P,.O. 'NO. CONTRACTOR: SPECIFIC STRUCTURE# CHECK IFORMS 1. Verify form dimensions comply with dimensions (listed on approved shop drawings. HJ 12. Check that forms have been properly prepared (cleaned and oiled —form oil iskto[never come Into contact with rebar.) HJ 3. Check baler and/or skew angles (make sure form is square). HJ (4. Check key way alignment. HJ ,5. Check form for any deformities(orareas that,may need extra support. HJ 6. Check clamps and,aiignment pins (to be,sure'form is secure. HJ '7.'Tagform with Project Information/Pre-pour Form Approval Tag (see,sampie'below) ,HJ Notes: PROJECT: DWG /DOC.REF #,: BATCH# MIX - - DATE: !TIME: APPROVED BY: TESTING 'REQUIRED: YES i NO f TESTED BY: forms within spec (REINFORCING 1. (Check shop ( . drawings iorthe iameter, spacing, and grade(of rebar; &wire, HJ ',2. (Check steamiriimum clearances with approved,shop drawings. HJ ,3. Verify if spacers'are to be attached to the vertical or horizontal bars. HJ 4. Confirm that any necessary (Inserts or lifting hardware have been added, HJ 5. Confirm lifting capacities .and 'length pf lifting hardware. HJ 6. Check that all bolts, pins, and, wedges are tight. HJ Notes: bar spacing and clearance within spec IPREPOUR APPROVAL IBY: Date: 3/23/11 Title: (QC 'Manager Must receive Isigned approval before proceeding ,to pouring. ncrete Strength Test Report Project Shinn West R Job # T -2 Client Report # 4 Contractor Date Molded 3/23/11 Supplier Granite Precast & Conc. Date Received Strength Required Days 7000 Slump 6 3/4 " 028 Quantity 6 - Cyl Air Content 6.2 % Air Temp 57 ° Unit Weight 142.6 Mix Temp 64 ° Water Required Time Batched 5:20 PM Other Time Sam led 5:25 PM Max Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks t- West3231 32311P 1 3/24/11 66932 5329 1 67095 5342 1 Day Average 5336 7 3/30/11 82045 6532 7 3/30/11 83110 6617 7 Day Average 6575 28 4/20/11 94149 7496 28 4/20/11 95255 7584 28 Day Average 7540 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector Comments Submitted By: I Granite Precast & Concrete, Inc. Copies to: QC Manager GRANITE PRECASTING & CONCRETE, INC. P_RE =POUR INSPECTION REPORT JOB'TITLE: `Shin ;West',R !0 IFEDERAL,AID INO.: CONTRACTOR: CONTRACT _NO, P -C,Ew SPEC:IFIC',STRUCTURE# CHECK (FORMS 1. VA ,form dimensions comply With imens ions listed on approved[shop drawings. HJ 2. ',oho( Mat forms have,been,properly prepared fcteaned and oiled -dorm oil ;to paver [come 3nto .contact with rebar.) HJ ,3. Checkibater and/or skew angles ,(make,sure,form is square). HJ ,C heck ,key way [alignment. I J 5. ,Checktform for, anyLdeformities or[ areas[that[may need extra isupporl. HJ 6. Check clamps and [alignment pins to be sure form Its secure. 'HJ 7. 'Tag form with IProjectlInformation /Pre,pour Form,Approval Tag (see sample below) 'HJ PROJECT: DWG /DOC REF #: B ATCH# MIX DATE: jTIME: AP,PROVED[BY: TESTING REQUIRED: YES NO 1 TESTED BY Notes: forms within [spec [REINFORCING 1. Check shop drawingsfor the diameter, spacing ,and grade,ofrebart. wire. HJ ,check [steel minlmum clearances, with approved [shop drawings. HJ �3. 'Verify lit spacers are ttobe,attachedtto the vertical rlhoriizontal bars. HJ 4. onfirm that any necessary Inserts or lifting hardware', have :been added. HJ 5, confirm:lifting apacitiesAnd length pfltifting:hardware HJ [6. Check that aIIIbolts, pins, and wedges are tight. ,HJ [Notes: bar spacing and clearance within specs IPRE POOR ,APPROVAL BY: Date: '3/23/11 Title: QC'.Manager IMustreceive signed,approval.before proceeding to pouring. 14 Concrete Strength Test Report Project Shin West R Job # P -C, Ew Client Report # 4 Contractor Date Molded 3/23/11 Supplier Granite Precast & Conc. Date Received trengtn Required P28 Den 7000 Slump 6 3/4 " Quantity 6 - Cyl Air Content 6.2 % Air Temp 57 ° Unit Weight 142.6 Mix Temp 64 ° Water Required Time Batched 5:20 PM Other Time Sam led 5:25 PM Max Des(gnAttached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks - West3231 32311P 1 3/24/11 66932 5329 1 3/24/11 67095 5342 1 Day Average 5336 7 3/30/11 83034 6611 7 3/30/11 82933 6603 7 Day Average 6607 28 4/20/11 94476 7522 28 4/20/11 94690 7539 28 Day Average 7531 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector I Comments 1 Copies to: 1 Granite Precast & Concrete, Inc. Submitted By:'_ QC Manager GRANITE PRECASTING & CONCRETE, INC.. PRE -POUR ,INSPECTION REPORT JOB TITLE: Shinn West R 0 CONTRACT NO.: T -1 FEDERAL AID NO.: P.O. NO.: :CONTRACTOR: SPECIFIC STRUCTURE# CHECK FORMS 1. 'Verify form dimensions ,comply with ,dimensions listed. on ,approved :shop drawings. HJ 2. Check that dorms have been properly prepared (cleaned and oiled -form oil is to never come into contact with rebar.) HJ 3. Check baler and /or,skewangles (make sure form is square). HJ ,4. ,Checkikey way alignment. 'HJ 5..Check,form for any deformities or area stthat!may need ex(ra.support. FtJ 6. Check clamps and alignment pins to,be sure form is secure. 7. 'Tag formwith Projectlinformation /Pre- pourlForm Approval Tag (see,s ample ibelow) HJ PROJECT: DWG /DOC REF #: BATCH# MIX DATE: I TIME: APPROVED ,BY: TESTING REQUIRED: YES I NO 'I TESTED 1BY: !Notes: forrns,within,spec iREINF`ORCINO 1,. 1Checkshop,drawings5for,the diameter, spacing, and grade of rebar &wire, HJ 2. Check steel minimum clearances with,approved shop drawings. IHJ 3. Verify if spacers are tobe attached to lheverticalor horizontal bars. HJ 4. Confirm that any,necessary inserts orliifling hardware have been added. HJ 5, Confirm liftinglcapacities and, length of,lifting hardware. HJ 6. tCheck that all bolts, Joins, and wedges are tight. HJ 'Notes: bahspacing land ∎clearance within spec PREPOUR APPROVAL IBY: : Oats: 3'/22/1,1 Title: QC 'Manager Must receive signed approval before proceeding toipouring. Concrete Strength Test Report Project Shinn West R Job # T -1 Client Report # 4 Contractor Date Molded 3/22/11 Supplier Granite Precast & Conc. Date Received trengtn Required X a Days 7000 Slump 5 1/2 " Quantity 6 -Cyl Air Content 6 % Air Temp 51 ° Unit Weight 143.2 Mix Temp 65 ° Water Required Time Batched 4:10 PM Other Time Sampled 4:15 PM Max Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks >West32211 32211P 1 3/23/11 67396 5366 1 67710 5391 1 Day Average 5378 7 3/29/11 82486 6567 7 3/29/11 #REFI 83185 7 Day Average 6595 28 4/19/12 94966 7561 28 95795 7627 28 Day Average 7594 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector Comments (1 !i Copies to: Submitted By: n \ 1 Granite Precast & Concrete, Inc. QC Manager GRANITE PRECASTING ,& CONCRETE, 1INC. (PRE -POUR INSPECTION 'REPORT ,JOB TITLE: 'Shinn West R.0 CONTRACT NO.: P -,C FEDERAL AID NO.: CONTRACTOR: SPECIFIC (STRUCTURE# CHECK FORMS 1. Verify form .dimensions oomph/ with ,dimensions listed ,on :approved shop drawings. HJ 2. Check that forms', have been properly prepared ,(cteaned :and _oiled form 'oil lis never come 'Into contact with irebar) LHJ 3. Check[baterand(or skew angles (make sure form is square). ,HJ 4. Check' key way alignment. IHJ 5. Check form for anytdeformities;or areas Altai may need extra support. HJ ;6. Check, clamps and alignment pinslo ,be sure form Its secure. HJ 7. Tag form with Project Information /Pre- pourForm, Approval Tag (see sample below) IHJ 1Notes: PROJECT: DWG/DOC REF #: BATCH # MIX DATE: TIME: APPROVEDIBY: TESTING,REQUIRED: `YES I NO ti TESTED BY,: forms within spec REINFORCING 1. Check shop, drawings:for'thediameter, spacing, and grade of rebar&wire. IHJ 2. Check steet,minimum clearances withapproved shop drawings. HJ 3. Verify if spacers 'are to be attached tothe verticalor horizontal bars. HJ '4. Confirm that any necessary lnserts orllftirg hardware have been Added. HJ 5. Confirm lifting capacities, and, length of [lifting 'hardware. HJ �6. Check that all ''bolts, pins, And 'wedges are light. IHJ ,Notes: barspacing and,o }earance IP,REPOUR APPROVAL IBY: .Date: Title: 3/22/11 ,QC Manager 'Must receive signed ap :QC Manager 1 4. Concrete Strength Test Report Project Shinn West R Job # P -C Client Report # 6 Contractor Date Molded 3/22/11 Supplier Granite Precast & Conc. Date Received ttrengtn Required fins Dave 7000 Slump 27 Quantity 6 -Cyl Air Content 4.8 % Air Temp 45 ° Unit Weight 144.8 Mix Temp 65 ° Water Required Time Batched 1:22 PM Other Time Sam led 1:27 PM Max Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks - West3221 32211P 1 3/23/11 68190 5429 1 3/23/11 69093 5501 1 Day Average 5465 7 3/29/11 92040 7325 7 3/29/11 88260 7027 7 Day Average 7176 28 4/19/11 114937 9151 28 4/19/11 112236 8936 28 Day Average 9044 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector I Comments Copies to: Submitted By: Granite Precast & Concrete, Inc. QC Manager GRANITE PRECASTING ,& ,CONCRETE, INC. PRE -POUR INSPECTION REPORT JOB TITLE: Shinn West !CONTRACT NO.: Sump FEDERAL AID 'NO.: P,_0.'NO.: ,CONTRACTOR; SPECIFIC STRUCTURE# CHECK FORMS 1.'Verify form dimensions comply with,dlmensions listedon approvedshop drawings. ✓ 2. ■Check,that forms have been properly prepared (cleaned and oiled - form oll is to never come 'into contact with rebar.)�/ 3. Check'bater and /or skew angtes (make sure form is,square). 1f 4. Check key way alignment, 5. iCheckiform}forany deformities or areas that may 'need extra support, 6. ,Check clamps and alignment pins to,beisureform Is secure. 7. `Tag form with Project Information /Pre -pour Form Approval Tag (see sample below). ✓ PROJECT: DWG /DOC REF,#: BATCH# MIX DATE: ' TIME: APPROVED BY,: TESTING REQUIRED: YES 1 NO ,1 TESTED1BY: Notes:' forms within spec !REINFORCING 1. Check shop,drawings for ,the diameter, spacing, and ‘grade ,of rebar' &wire. 2. Check steel minimum clearances with approved shop drawings. 3. Verify if spacers are to''be,attached to the vertical orhorizontal bars. 4. Confirm that any necessary inserts or lifting hardware have been, added. 5. Confirm lifting capacities and' length of lifting hardware. 6. Check that all bolts, pins, and wedges are tight. !Notes: i barspacing and clearance,within specs IPREPOUR APPROVAL 'BY: � Date: 3/9/11 T,iue: iQC !Manager Must receive signed approval' before proceeding'to pouring. V v v 'r' 4 e ,.. ete Strength Test Report Project Shinn West Job # Sump Client Report # 6 Contractor Date Molded 3/9/11 Suppppller Granite Precast & Conc. Date Received , � Strength required 028 Rave 7000 Slump 25 1/2 " Quantity 6 - Cyl Air Content 5,8 % Air Temp 55 ° Unit Weight 144.8 Mix Temp 63 ° Water Required Time Batched 3:58 PM Other Time Sampled 4:03 PM Mix Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks S -W 3911P 3911P 1 3/10/11 65702 5231 1 67348 5362 1 Day Average 5297 7 3/16/11 87870 6992 7 88309 7031 7 Day Average 7012 28 4/6/11 122875 9783 28 123352 9821 28 Day Average 9802 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector Comments Copies to: Submitted By: Granite Precast & Concrete, Inc. QC Manager GRANITE PRECASTING & CONCRETE, INC. PRE -POUR INSPECTION REPORT JOB TITLE: Shinn Tire W. 0 CONTRACT NO.: P -E end wall FEDERAL AID NO.: P.O. NO.: CONTRACTOR: SPECIFIC STRUCTURE# CHECK FORMS 1. Verify form dimensions comply with dimensions listed on approved shop drawings. HJ 2. Check that forms have been properly prepared (cleaned and oiled - form oil Is to never come into contact with rebar.) HJ 3. Check bater and /or skew angles (make sure form is square). HJ 4. Check key way alignment. HJ 5. Check form for any deformities or areas that may need extra support. HJ 6. Check clamps and alignment pins to be sure form is secure. HJ 7. Tag form with Project Information/Pre -pour Form Approval Tag (see sample below) HJ Notes: PROJECT: DWG/DOC REF #: BATCH# MIX DATE: TIME: APPROVED BY: TESTING REQUIRED: YES i NO t TESTED BY: • forms within spec REINFORCING 1. Check shop drawings for the diameter, spacing, and grade of rebar & wire. HJ 2. Check steel minimum clearances with approved shop drawings. HJ 3. Verify if spacers are to be attached to the vertical or horizontal bars. HJ 4. Confirm that any necessary inserts or lifting hardware have been added. HJ 5. Confirm lifting capacities and Length of lifting hardware. HJ 6. Check that all bolts. pins, and wedges are tight. HJ Notes: bar spacing and clearance within spec PREPOUR APPROVAL BY: Date: Title: 4/12/11 QC Manager Must receive signed approval before proceeding to pouring. 1. 1.06.C.2 (West Side Rainwater Vault) PREPARED FOR: Shinn Mechanical Sheet 1 of Z € PROJECT: REVIEWED F .' - -• ------w Lake Recycling & Transfer Station CODE COMPLIANCE APPonvED MAR 21 2011 City of Tukwila DESIGN COMPUTATIONS FOR: BUILDING DIVISION West Rainwater Vault PREPARED BY: ECEIVED JAN 182011 PUBLIC O WORKS ERANITE 4116 Bakerview Spur Bellingham, WA 98226 Phone: (360) 671 -2251 Fax: (360) 671 -0780 btO11 /7a2 -i /1 d ECEii/ED JAN 13 2011 PERMIT CENTER • 1.06.C.2 (West Side Rainwater Vault) 'R1E AI 07011011121R11 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671 -0780 Vault Design: Design Assumptions (To Be Verified BY E.O.R ]: Design Load: Original Design Date: 12/16/10 Revision Date: Sheet: L.of L g Customer: Shinn Mechanical Project: Bow Lake Recycling and Transfer Station Job Number: N/A Structure Name: Rainwater Vaults _ Structure Size:, Length 1 Width ' Inside Ht. 21:23' 20.00 ' 9 62 Top Slab Thickness: 1-2.0" Bottom Slab Thickness: 12.0" Wall Thickness (Min): 10:00 "" Base Extension: 0" 45 kip outrigger & HS -20 ,J0TCf; IENOIALc f ga Min. Earth Fill : 0.00' Max. Earth Fill: 1.50' Unit Wt. of Soil: 120 PCF Unit Wt. of Concrete: 150 PCF Watertable Depth: , 6.0' (Below Grade -Min.) Lateral Earth Pressure: 80.0 PCF LL Surcharge: 80.0 PSF (Ref. ASTM C857/C890: 0.005 *Wheel Load) Depth to Apply Surcharge: 8.0' (Ref. ASTM C857/C890) Unit Wt. of Water: 62.4 PCF Min. Buoyancy Safety Factor Req'd: 1.0 (See Buoyancy Analysis for Actual Safety Factor) Concrete Strength, f'c: 7,000 PSI Reinforcing Yield Strength, fy: 60,000 PSI Load Factors: 1.6 (HS -20 Live Load, 1.2 for Outrigger- extreme event of known value) 1.2 (Dead Load) (Note, If no Live Load, set DL Factor to L4) 1.6 (Earth Pressure) Capacity Reduction: 0.9 (Flexure) 0.75 (Shear) References: 1.)ACI318 "Building Code Requirements for Structural Concrete ", latest edition. 2.)ASTM C478 "Specification for Precast Reinforced Concrete Manhole Sections ", latest edition. 3.) ASTM C890 "Standard Practice for Minimum Structural Design Loading for Monolithic or Sectional Precast Concrete Water and Wastewater Structures ", latest edition. 4.) ASTM C857 "Standard Practice for Minimum Structural Design Loading for Underground Precast Concrete Utility Structures ", latest edition. 5.) HS -20 or HS -25 wheel Toads per AASHTO "Standard Specificationfor Highway Bridges ", 17th Edition. 6.) PCA "Rectangular Concrete Tanks ", 5th Edition. .::t -.r , ✓IYiL.�4.a. :s �..i:L�:- si c -.i+ • s. X21` ... y�..�: -.. -. = iiR.� -N. t SECTION 35, TOWNSHIP 23N, RANGE 4E EXISTING WALL A MATCH oi" f44 EXISTING FREE RECYCUNG AREA MAR 15 2011 TUKWI�A PUBLIC WORKS 0 m PROPERLY UNE ARTWORK, SEE AW DWGS GUARDRAIL FENCE GUARDRAIL FENCE GUARDRAIL PLAN KEY MAP SCALE NTS DESIGNED JF DRAWN cw VERIFY SCALE OVERALL PAVEMENT STRIPING PLAN SCALE: 1° = 40' King County Department of Natural Resources and Parks D R.W. Beck, Inc. 1001 Fourth Avenue, Suite 2500 Seattle, WA 98154-1004 (206) 695-4700 EXISTING ECEIVED 40 MA? 14 2911 -4 AMITCENTERFeet BOW LAKE RECYCUNG AND TRANSFER STATION SITE FACILITIES CONTRACT OVERALL PAVEMENT STRIPING, FENCING, PROJECT NUMBER C00405C09 GnAwORC NWBE2 G 13 ■ 0 1- U cc H O 0 U cc 0 O 0 0 a Ie 0 w �'A CONNECT TO1 STORM MANHOLE IE = 265.65 _. CO IE = 251.89 WEST SIDE RAI WEST SIDE RAINWATER OVERFLOW /BYPASS MANHOLE E8 "IE =269.2 S8 "IE =266.4 W 8" 1E _ _ •" OVERFLOW) RIM =27 TYPE 2 w/ DIA; KCRS FIG 7 -005 FRAME AND COVER; 022.P1D 7 -023, SOUD CO IE = 270.34 a" Aar- r41:7WY 6111 -1 IN/ 3" VENT N F 111 1371iY 14; I �° • .° !I . • .`I T- •I e' oLVCnm LNS DRAINAGE PLAN - WEST LEVEL 1 FOUNDATION TRANSFER BUILDING & MECHANICAL SCALE: 1/16" = 1.-0" 1/16 =1 -0" 5 0 10 20 30 40 Scale Feet 264.188 6" ® Il R REVIEWtw- 01 CODE COMPLIANCE ononwn MAR 21 u l City of Tukwila BUILDING fIVicinnl SUF 4" BACI(WATER VALVE W/ CO EXTENSION RECEIVED MAR 14 2011 PERMIT CENTER PROM NRD yERIFY SCALE BAR IS ONE INCH ON 0 /11 /III .IA9 1NC King County Department of Natural Resources and Parks L_ N S LN5 ENGINEERS, INC. 7713 PIONEER WAY •SUITE C GIG HARBOR, WASHINGTON 98335 PHONE: 253.851.6175 00 IE = 268.44 §H M1D1 f M1 D2 (7• RAI NO RN NAME C01 COMPACTOR BAY COLA COMPACTOR BAY EXTENSION CO2 TOP LOAD BAY CO3 VESTIBULE C04 ELEVATOR MACHINE ROOM C05 ELECTRICAL C06 MECHANICAL C07 UNISEX TOILET 1 008 UNISEX TOILET 2 C09 BREAK ROOM C10 STORAGE BOW LAKE RECYCUNG AND TRANSFER STATION SITE FACILITIES CONTRACT TRANSFER/TSO BUILDING COMPACTOR LEVEL/TIPPING /RECIEVING LEVEL Pro.= NUMBER: C00405C09 OF: 464 619 DRAWING RUMBBt cAilaaki M c f c c c c L f c c c c c L i 0 ROOM KEY 9-9 n Q 9' c1 10 c2 11 I I Ili" I I I I HEAT TRACE RM NO RM NAME 101 VESTIBULE 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 MULTI- PURPOSE ROOM EXIT PASSAGEWAY UNISEX TOILET SOUTH RISER ROOM MISTING ROOM HPU ROOM DUST COLLECTOR ROOM LOADING AREA UNISEX TOILET COMMERCIAL RECEMNG FLOOR SELF -HAUL TIPPING FLOOR STORAGE NORTH RISER ROOM ELECTRICAL CLOSET UNISEX TOILET EPSS MECHANICAL ROOM EXIT PASSAGEWAY 120 SELF -HAUL ENTRANCE X 0 NOTE: HEAT TRACING OF ALL WATER PIPING REQUIRED IN DESIGNATED ROOMS AND ALL EXTERIOR PIPING. X X X X X X X X ABOVE ABOVE X HRP-C -100 • • iI.I1111111111111P'r.1.I,-� -- 11111111IIIw.rSB��•�0mm*.�, - - - -- _ — _� Tilk' s• j off, • • • ••. HRP -B- 100 -1.5 1111 IIIIII 1111 111111 rid i j ; i 1 IREVIEW 1,1 i i IV FOR - -- -- - E- �CDO PLIANCE 't, i I + 1 + 1 -� I 'i !' / - + + I C ityof ukwa j i ' r, UIL DING pIUICInA i j I . I ,� .1i 1, i' ____ +4- •�,� 2,1- 1/21Y,3/4'TWR I 0-- 0-- • HRW-G- 100 -1.5 0-- -- 1 33393, II : II43..13,L, IIIIIIIIIIIII -�N 'I 1 j----------- 1 - - - -- --- 1--- -1--- j--------- -1- - -1 aril- -�- 1 j i i I I 1 1 I I I I 1 1 1 1' I I I I I I I I I I c TL ) 6 lobo NOS PIPING SHALL DRAIN RECqIVE MAR 1i4 20 PE'. ►,, . ENTER TA) 20 3'V 1/16 " =1'-0' 5 0 10 20 1 30 40 Scale Feel MECHANICAL FLOOR PLAN . LEVEL 1 TRANSFER BUILDING & MECHANICAL SCALE 1/16" = LNS PROVID 120V/1 PH SOLENOID CONTR L VALVE IN 1 -1/2" PIPE D P W/ PUSH BUTTON WASH CTIVATION CYCLE W/ PDj -'F" WHA. 4 "MV EXW HRP -J -75 -1.25 Ian NBD VIRFY SCAL fi BAR Iv ANS1 ' ONE RINCH G" I 0 0 1/6/10 DATE JAR CHK'D LNS APP.!) ISSUED FOR PROPOSAL REVISION DESCRIPTION LaKing County Department of Natural Resources and Parks Solid Waste Division LNS I r►ee W14-SW viw LNB ENGINEERS. INC. 7713 PIONEER WAY •SUITE C GIG HARBOR. WASHINGTON 98335 PHONE: 263.861 .61 76 Au -(..7- BOW LAKE RECYCUNG AND TRANSFER STATION SITE FACIUTIES CONTRACT TRANSFER/TS0 BUILDING TIPPING/RECEIVING LEVEL MECHANICAL PLAN PROJECT Nu1®Bt C0o405C09 OF 466 619 °ROTC NUMBER LA9(1"4 SUED FOR PROPOSAL - NOT FOR CONSTRUCTION SHEET LISTL 1. COVER PAGE: GENERAL NOTE, STRUCTURAL NOTES, NOTES (PLAN), ISO VIEW 2. LAYOUT, PLAN, ELEVATIONS AND ELEVATION 3. SHORT SPAN P -A DETAIL 4. SHORT SPAN P-B DETAIL 5. SHORT SPAN P-C DETAIL 6. TOP SLAB T -1 DETAIL 7. TOP SLAB T -2 DETAIL 8. HATCH COLLARS & SUMP DETAIL 9. REINFORCING 10. GROUTING DETAILS 11. LIFTING DIAGRAM & INSTALLATION REVIEWED FOR CODE � flV �E ED MAR 21 2011 City ofTukwila BUILDING DIVISION 6" Thick Grade Rings STRUCTURAL NOTES: 1. CONCRETE STRENGTH - Fc' = 7,000 psi @28 Days Fc' = Recommended Stripping Strength - 3,000 psi 2. REINFORCING - ASTM -A615 GRADE 60 3. DESIGN LOAD - AASHTO HS-20. IN ADDITION 45,000 LBS. POINT LOAD FOR OUTRIGGERS. 4. DESIGN FILL - 1'-6" 5. MATERIALS AND MANUFACTURING PER ASTM C -1433 6. REINFORCING COVER 1 1/2" U.N.O. 7. GROUT - 6,000 psi @ 56 Days, Non - Shrink Grout 8. MIN. ALLOWABLE SOIL PRESSURE - 2,000 psf 9. CONTRACTOR TO ESTABLISH LEVEL GRADE PRIOR TO SETTING BASE PIECE AT A TOLERANCE OF 1/4° TO 3/8" PER 10'. GENERAL NOTES: 1. FINISH - CLASS 2 FINISH 2. INSTALLATION AND GROUTING BY OTHERS 3. MIN. 20' CABLE LENGTH AND/ OR SPREADER BAR REQUIRED FOR LIFTING OF STRUCTURE TO BE SUPPLIED BY CONTRACTOR UPON INSTALLATION. 36"x36" Alum. H -20 Hatch Cast -into Collar (2)-Places 1.06.C.2 (West Sid Vault) 42"x96" Alum. D.D. H -20 Hatch Cast-Into Collar CUSTOMER: SHINN MECHANICAL PROJECT: BOW LAKE RECYCLING & TRANSFER STATION STRUCTURE: 20'W x 21' -2 3/4 "L x 9'- 71/2 "H WEST SIDE RAINWATER VAULT VAULT PIECE LIST yg/ WEI GHTS: SHORT SPAN PIECES: 1. SHORT SPAN PIECE A 2. SHORT SPAN PIECE B 3. SHORT SPAN PIECE C 62,9001bs w 58,300 Ibs �,,j 64,300 Ibs TOP SLAB PIECES: 1. TOP SLAB T -1 34,000 Ibs 2. TOP SLAB T -2 34,000 Ibs SUMP PIECES: 1. TYPE 2 GRATE INLET 6,650 Ibs HEAVY PICK: 64,300 lbs. Approximate weights to be verified on a scale prior to shipping. RECEIVED JAN 19, 2011 TUKWILA PUBLIC WORKS TYPE 2 GRATE INLET CATCH BASIN UNDER STRUCTURE twoti NOTE: CONTRACTOR TO VERIFY FINAL GRADE, PIPE PENETRATIONS AND ACCESS LOCATIONS. 1. TOPS ARE 12" THICK 2. BASES ARE 12° THICK 3. STRUCTURE HAS PIPE PENETRATIONS CEIVE JAN 13 2011 PERMIT C R GRANITE � INC. = 4116 KSWIEW SPL111. B 6111OrN A. 911626 O1 FAX. I 60167141E51 1- eagraawfis9/ FA%, (7601671-0766 DRAWN Y. ST) DAM 12/17/10 QIEaOD BYe D$ °A'' 12/17/10 SCAM 1/4 " =1' -0" SNEM 1 West Rainwater Vault 0 12/17/10 ST7 ISSUE FOR ENGINEERING BOW LAKE RECYCLING & TRANSF. STATION SHINN MECHAMCAL 12"0 Hole Verify Location r Top Slab Contractor to Verify Hole Location. 21-8° 36"x36" Alum. H -20 Hatch 12 "0 Hole Verify Location 36"x36" Alum. 11- 2014atdt Cast -into Collar (2)- Places GRADE EL. =272.5 T.O.V. EL. =271.0 1' -6" 1 DD Alum. H -20 Hatch Set Top Slabs On Wet Mortar Pad to Ensure Uniform Bearing Surface 9' -7 7/16" EL.= 260.38 s F1 IL ®. to PLAN 1 Vertical Grout hint (4)-Places, Typ. 42"x96" Alum. D.D. H -20 Hatch Cast -into Collar 36'x36" Alum. H -20 Hatch Cast -into Collar (2)- Places L loo P -A P -B 11 f T r4,-- - -- J I 1 u rl a .0 Aig B.O.S. EL=254.38 L —J T-6" - -�+--- --T-6" L —1/J i I L4 r7 P -C AR A et 1 1 1 1 SIDE VIEW T-6" Grount Joint Between Base Parts & lid Parts, Typ. (2)-6" Grade Rings 6-3 5/8" E. 8 R 36"x36" Alum. 11-20 Hatch 11" 1 9'-8 7/16° 21'-8" • T -10" DETAIL B SCALE 1132 7-10" Mastic Joint Sealant Contractor to Apply, Typ. REVIEWED FOR CODECOMPLIANCE MAR 2 1 2011 City of Tukwila BUILDING DIVI1SnN S.S. Channel For Screen, Typ. (2)-Places Screen Supplied By Others r END VIEW 9' -7 7/16" 1 RECE1!/ED, ZlZ �,a JAN 13 2011 PIIT6ENTER GRANITE PRECASTING Ilk CONCRETE INC. \ 41168AKERVNEW 0F1N1. 081661114 1. WA. IN 6611 (300 67141651 1-6004064661 FAXI 13601 07 1-07 0 0 DtAWNSrt ST] i PATO 12/17/10 120017.0 BYt DS "4 12/17/10 SCA'E' 3/16 " =V -0" warn 2 West Rainwater Vaulti 0 12/17/10 ST] ISSUE FOR ENGINEERING BOW LAKE RECYCLING & TRANSF. STATION SHINN MECHANICAL 21'•8" .00.C. e Rainwater Vault) 8" 3' -10" -— 3' P -A T 71 3' -9" 1 PLAN f- 2' -6" 1'-6" 7-6" Lifting Insert Starcon 10s x 10" (8) Places Typ. 10" tr Fo-- 10" •0.•— 20' 1' -5" 1' w� ► t`i' 10'-8 7/: 1 g ,�� i ■. -8 7/16" 1' -5" 2' 3 1/16" 8 1/16" 20' -3 7/8" ELEVATION Lifting Insert Staroon lOs x 6" (2) Places Typ. 6" Note: This Piece is to be Placed in the Inverted PI So Side Grout Keys are to be Reversed from the REVIEWS CODE COMPLIAM MAR 21 2011 Piayof Tukwila BUILDIN DIVi,�i g END VIEW GRANITE G ®:14/41 telliketwav WPM BELUNIWIAM. WA. BMW pt.f867tt t ean-8oerxst F/1%t IBM BTt-07B0 DRAWN BY $T7 CHECKED BYt DS DATEt 12/17/10 DATVz 12/17/10 SCALE' 1/4 " =1' -O" $NE[T' 3 ECEOVE JAN 13 2011 P E- TCENTER West Rainwater Va 0 '12/17/10 ST) ISSUE FOR ENGINEERING BOW LAKE RICYEUNE £ TRANSF. STATION SHINN MECHANICAL 1' -5" 8'-6 15 16° w 3 1/2°—awl 2.,6. --el P -B a 1 PLAN w w w 8 Spa. @ 12" O.C. = 8' w w w I IF it 1 f 6"x3" SS Channel 1'-7 1/4" 8° 3' -6 3/4" 7-6" t Lifting Insert Staroon lOs x 10" (8) Places Typ. 10" 10" . 20' 7 6' 7 1' NV X 1 A Ai% -8 7/16° (� .. .. \ ■ ) 8'-6 15/16" 10'-8 71: 2' 8 1 /8° 1 1/2° 8 1/16" 20' -3 13/16" Channel For Screen, (2) -Req'd Screen Supplied By Others ELEVATION Lifting Insert Starcon lOs x 6" (2) Places Typ. (9 )-1 /2"0 x 4" Lg. Nelson Studs SS Channel CHANNEL SIZE TO BE VERIFIED BY CONTRACTOR 6" Note: This Piece is to be Placed In the Inverted Placement So Side Grout Keys are to be Reversed from the Stand 7-6" .I I l' 41' if I 1 rte` ___ J-&-4 END VIEW v..1 1T. 1 CODE COMPLIANCE Porp 1VFD C MAR 21 2011 City ofTu BUILDIN ECE1VE JAN 13 2011 TCENTER CRAtVI 1 PRECASTING & CONCRETE INC. Nv 4/ 16 BA11116/11 W MPU 1. & 6(I6IIAtr wA. BMW 136016711 11 FAX flea 6710790 "AWN BY: Sn DATE' 12/17/10 CHEMED BY: DS D/T!, 12/17/0 1/4 " =1'-0" 8IUT 4 West Rainwater Vault 12/17/10 ST) ISSUE FOR ENGINEERING BOW LAKE RECYCLING & TRANSF. STATION SHINN MECHANICAL 1'-5" 21'-8" 8" 3' -8 15/16" 9' P -C 21'-8" PLAN r 1 71-6" 10" • 10" . 20' l' my 10' -8 7/: -8 7/16" �• 1' -5" , - i 3 %6 5/8" 1 ' " 6 1/16" 01' Hole �_ 3' _� N. Sti Sb 0.— 8 1/16" (2j 20' -3 7/8" 6" REVIEWED FOR` CODE COMPLIANCE Aglo AVFD MAR 21 2011 City of Tukwila BUILDING DIV1RInN Note: This Piece is to be Placed in the Inverted Placement So Side Grout Keys are to be Reversed from the Standard Placement. ng Insert ton lOs x 6" Places Typ. END VIEW Construction Joint RECEIVED JAN 13 2011 TCENTER GRANITE PRECASTING & CONCRETE INC. t3 03 57/42851 1600- 41M• WA. 5 1 (360/ 67142851 /�ODBOB/FAXiI8601671Q78O DRAWN by, m 0000.11163 DS DATE' 12/17/10 DATE' 12/17/10 0 12/17/10 STl ISSUE FOR ENGINEERING ewe, 1/4°=1'.43" SHIRR 5 West Rainwater Va BOW LAKE RECYCU NG & TRAIISF. STATION SHIN N MECHANICAL 8 "—IN, 1'-6" 10'-9 13/16" 2' -5" 3'-6" • 9' -3 3/4" Grout Joint This Side .6— 8" 1'-6" T -1 1 2' -2" 1' 11" t 1' 9" r 01' Hole PLAN 22'-6 3/4" +-- 4'-6 1/8" kd 1 I � �A L. ELEVATION Lifting Insert Starcon lOs x 10" (4) Places Typ. 10' -9 13/16" 1 J1 I END VIEW REVIEWED FOR CODE COMPLIANCE MAR 2 1 Li] City of Tukwila BUILDIN( nnimint; L/ RECEIVED Z���lD JAN 132011 TCENTER P a GRANITE PRECASTING & CONCRETE INC. =NV 4116HA1 WWIE 1114 1. fIIAY. WA. 98 7I ®`��� PM 871-1851 1 / FAX 1366) 671 -0780 DRAWN BYt STJ DATE' 12/17/10 COOLED BY' DS DAYtz 12/17/10 scam 1/4 " =1'-0" SHEET: 6 West Rainwater Vault 0 12/17/10 ST) ISSUE FOR ENGINEERING BOW LAKE RECYCLING Sr. TRANSF. STATION SHINN MECHANICAL 8" 9' -3 3/4° Grout Joint This Side 1.06.C.2 (West Side Rainwater Vault) 22'-6 3/4" L tali-- 3' 3' -10 3/4° T -2 1'-6" 2' -2" 01' Hole PLAN 22'-6 3/4° 4'-6 1/8" —ow 1" ELEVATION Lifting Insert Starcon lOs x 10" (4) Places Typ. REVIEWED FOR CODE COMPLIANCE AOD AVFD MAR 21 20U City of Tukwila BUILDING nivIgIfm 10'-9 13/16" 1 Air l 1 l l i l END VIEW RECEIVED JAN 13 2011 j fERMITCENTER GRANITE a G =1a \`j�yrU]6714:l5EwlWIA. DtlaFX3(38etl7K �`®,� PE�l 67f 2ZS1 ff Fi1W PM 67141780 DRAWN8YN ST) DAM 12/17/10 018080 Bn Ds °km' 12/17/10 se" "' 1/4° =1'-0" snuTt 7 West Rainwater Vau 0 12/17/10 ST) ISSUE FOR ENGINEERING BOW LAKE RECYCLING & TRAIVSF. STATION SHINN MECHAMCAL 10" 9'-8" 3'-6" 5' 2" 1 PLAN VIEW (1)- Required 36"x36" Alum. H -20 Hatch 9,-8" 10" 42"x96" Alum. D.D. H -20 Hatch SIDE VIEW 1 r.1 REVIEW L A R vlEw CODE COMPL MAK 2 i 1.06.C.2 (West Sidc Rainwater \Mat 4'-6" 3' -10° PLAN VIEW (*Required PLAN VIEW (2)-Required 4,-4" 1 SIDE VIEW (2 )-#5 Bars, Typ. 4 -Sides Lap 2' -2" City of Tukwila BUILDING Dan4ifW END VIEW (2 )-#5 Bars, Typ. 4 -Sides Lap 2' -2" 4'-4" 8" 8° 4e-4" PLAN VIEW f GRADE RINGS (4)- Required -_ SIDE VIEW SIDE VIEW 10" 6" 2' -5° 3' -1" #4 @ 6" o.c., Lap Horiz. 1'-9" #3@6 "o.c. 3' -1" #3 @8 "EW 9'-8" 8' r ' s 1 /2. END VIEW 4 10" 5' -5 1/2" 10" PLAN VIEW GRADE RINGS (1)- Required SIDE VIEW 3' -6" 5' 2" JAN 13 2011 PL .': JCCNTER PRECASTING GRANITE B CONCRETE MC. t3501 a7I. m5i 14101}110ENSE51 FAX, mat sst-076o OFAWN er: ST) CHECKED ere DS DATE' 12/17/10 DATE' 12/17/10 West Rainwater Vault 0 12/17/1 STJ ISSUE FOR ENGINEERING BOW LAKE RECYCLING & TRANSF. STATION SHINN MECHAMCAL 1.06.C.2 (West Side Rainwater Vault) #4 TRIM BAR SEE NOTE 7 (TYP,) #6@6 "o.c. - MAX. SPA. (TOP & BOT. MAT) (3) -ADD'L #6 BARS TOP & BOT. (TYP. BOTH SIDES OF NOTCHES) i 7 SHEAR STUD RAILS 1 /2"0 STUDS@4.5 "o.c. PER ASTM A1044 (2 -ROWS) #6@9 "o.c. MAX. SPA. (TOP & BOT. MAT) PLAN VIEW (T -1 & T -2) 1 1' -0" L____ SECTION A -A (SLAB ADJ. TO OPENING NOTCH) (NOTE: TYP. REINFORCING NOT SHOWN) DESIGN NOTES:(TO BE VERIFIED BY E.O.R.) 1. LOVE LOADS: HS-20, 45.KIP FIRETRUCK OUTRIGGER (NOTE: HS-25 LOAD FROM HATCH USED IN ONE TOP SLAB LOAD CASE) 2. CONCRETE STRENGTH, fc -7,000 PSI 3. REINFORCING: BAR: ASTM A615, GRADE 60. 4. SEE SHOP DWGS. FOR ADD'L DETAILS. 5. ASSUME WATERTABLE AT LEAST 6'-0- BELOW GRADE FOR STRUCTURE TO RESIST BUOYANCY. 8. PROVIDE ADDt REINFORCING AT OPENINGS EQUAL TO THE BARS INTERRUPTED, HALF EACH SIDE (UNLESS NOTED OTHERWISE). ADM. BARS TO BE IN THE SAME PLANE. 7. PROVIDE 84 DIAGONAL TRIM BARS AT OPENINGS. EXTEND I'-0' MIN. IN EACH DIRECTION. BEND IF REOUIRED TO MAINTAIN BAR COVER. 8. DRILL AND EPDXY 84 DOWELS TO MATCH BAR SPACING IN WALLS: HORIZONTAL BOTH FACES, VERTICAL: INSIDE FACE EPDXY TO BE UNITEK PRO PROXY 400 ADHESIVE ANCHOR SYSTEM OR EQUIV. EMBED BARS 4- MIN. U.N.O. INSTALL PER MANUFACTURERS RECOMMENDATIONS. 9. V -6- MAX. EARTH FILL 12" CON. (TYP. ENDWALL) #6@7 "o.c.,e.W. DRILL & EPDXY 7" LA #4 DOWELS TO 2' - MATCH BAR SPA. SEE NOTE 8. #6 BAR COUPLER @ 7"o.c. W/DOWEL -IN BARS #4 DIAGONAL TRIM BAR (TYP. U.N.O.) (2)-#5x3-0" TRIM BARS (BOTH CORNERS) 2' -0" MIN. ENDWALL DETAILS ELEVATION VIEW 1 11" SEE PLAN VIEW FOR REINFORCING (2) -SLAB UNITS CON. r(TYP. U.N.O.) —1' -0" 9' 1' -0"— 10" #6 BAR COUPLER @ 7 "o.c. W/DOWEL -IN BARS (TYP. WALLS & BASE) IL - - #6@7 "o.c. (P -A & P-C) #4@18 "o.c. (P -B) #4@18 "o.c. (TYP. WALLS & SLAB) #5@9 "o.c. #4@12 "o.c. #8 BARS @5"o.c. 2" COV.t #6@9 "o.c. 1-BARS #4@ 18 "o.c. 2' -6" (TYP.) #4@ 12 "o.c. #6 @7 "o.c. 2' -7" LAP 20'-0" 21' -8" SECTION VIEW 10" REVIEW1 U FOR CODE COMPLIANCE A DDAa1W f 1 LiiiI H 8" City of Tukwila G Dlvimm' DRILL & EPDXY #4 DOWELS TO MATCH BAR SPA. SEE NOTE 8. #4@12 "o.c. COV. (TYP. ENDWALL) #4 @7 "o.c. 1' -9" LAP CE BARS IN WALL #4 BAR COUPLERS @ 10 "o.c. W/#4 DOWEL -IN BARS. 2' -7" LAP 1' -A" LAP 1'-O" " JAN 13 2011 V -0" RECEIVED ENDWALL DETAILS PLAN VIEW GRANITE R. PRECASTING ...1 \4 /4191 992990 wt 011.111111% w fas pmt 1-211 1419)-1011-1319 PM OM VI-477110 TYP. INTERNAL BAFFLE WALL DETAILS PERMIT CENTER (DESIGNED FOR MAX. WATER HT. 5.67 FROM BASE SLAB) DRAW" BY: SOG CHECKED BY: STJ DATE 12/17/10 DATE' 12/17/10 N.T.S. SHEET: Rebar STRUCTURE W Rainwater Vault 0 11 /te /1d GIA ISSUE FOR 01091EER1110 PROJECT: BOW LAKE RECYCLING & TRANSFER STATION CUSTOMER SHINN MECHANICAL GROUT FILL a. 1/2" TYP. GAP BETWEEN PIECES (+ / - 1/2",0 TO 1") N II I� 1 1/2" EXPANDABLE FOAM IN A CAN OR BACKER ROD SHALL BE USED TO GROUT EXTERIOR PRIOR TO FILLING CENTRAL CAVITY. TO BE SUPPLIED BY OTHERS. WALL TO WALL JOINT DETAIL N.T.S PROVIDE GROUTING BED BETWEEN INTERIOR WALLS BEFORE SETTING UPPER UNITS . BOTTOM OF TOP SLAB INTERIOR WALL SECTION. INTERIOR WALL JOINT DETAIL N.T.S 1.06.C.2 (West Side Rainwater Vault) GROUT FILL JOINT 1/2" TYP. GAP BETWEEN PIECES (+ / - 1/2",0 TO 1") BASE JOINT DETAIL N.TS (SEE GRID LAYOUT ON SHEET 2) INSIDE FLOOR OF INVERTED 3 SIDED CULVERT. BOTTOM OF INVERTED 3 SIDED CULVERT. Set 12" Wide Wrap Material on Prepared Bed. Use Gridllnes on Sheet (2) for Spacing. Place First vault centerline (Half on Wrap). Place 2nd Vault on other Half of Wrap. Wrap Required to Hold Grout In Joint. / REV►EVWEU FOR pE COMPLIANCE 1 C 1 Cityof Tukwila BUILDING nivicrni► GRANITE a cancaETE INC. PRECASTING "•� "i�4110 BOVIKII 6RR "K WA. owe (1) 077 -2231 I- IOD -/00 -0351 vox tXO) 611 -4110 0-//// ECEiVED JAN 13 2011 PERMIT CENTER DRAWN er: CHA DA!E: 12/9/10 STRUCTURE WEST RAINWATER VAULT CHECKED BY JP °AI 12/9/10 SCA ' N.T.S. SHEET: 10 0 12/9/10 STJ ISSUE FOR APPROVAL PROJECT: BOW LAKE RECYCLING & TRANSF. STATION SHINN MECHANICAL 0 Loddng Lifting Hook or Load Harding Capadty to be Determined by Contractor 1.06.C.2 (West Si inimum 20' Spreader Bar Load Handling Capadty to be Determined by Contractor inimum 20' Cable Length (4) Places Typ. Load Handing Capacity to be Determined by Contractor DETAIL A SCALE 1 / 16 RISE TO RUN RATIO OF 2:1 OR GREATER (2' OF RISE FOR EACH 1' OF RUN) DETAIL B SCALE 1 / 16 3 -Sided Piece by GPC LIFTING DIAGRAM FIG. 1 (FOR INVERTED 3 -SIDED PIECE) Please follow the Instructions outlined below to Insure a smooth Installation of your 3 Sided Culvert: 1. Make sure that sub-base is prepared for installation. The bases should be placed on undisturbed soil leveled with 4 to 6 inches of pea gravel or 3/8" +/- compacted rods. Allow for soil PSI Requirements as specified per Engineering Calculations. 2. If the base is not cast in place, set footings or base slab (o13- Sided). 3. Make sure that crane meets required maximum weight pick. Rig and set first required piece. 4. Accurate alignment of 3 -Sided is critical for proper fit of Covers. 5. Covers to be placed with keyways resting on 3-Sided Leg, flush to outside. 6. Continue setting consecutive pieces. Make sure that pieces are aligned properly. Set pieces as close together as possible. 7. Grout 3 sided base slab keyway, per drawing requirements. Materials Wt Lbs Vol CF.FT LSD Cement Factor Sadcs Tip W/C Water 4.81 300 9.0 I/II .35 Cement 4.30 8.46 6" Slump + / -1" 3/16 Max Agg Rile Agg 17.89 2990 ADMIX 8.5 Lbs. INNERPLAST N (DISCLAIMER: THIS IS A GUIDELINE ONLY - FACTORS SUCH AS SAND AND AGGREGATE COULD AFFECT THE MIX - AS WELL AS TEMP. 8: Allow allotted are time, per grout specifications, to insure required PSI. 9. Baddill and compact in 12" lifts. GRANITE PRECASTING &CONCRETE INC. 411111 HANIESIVIEW SPUN, BELI ISHAM. WA. OHM 13661671 .0351 1143004108.419051 PArh (866) 67141760 4/4/07 >IA ISSUE FOR APPROVAL /z/z(/a REVIEINEI) FOR CODE COMPLIANCE apoonvp� City of Tukwila BUILDING niviRinn# ORAWN BY: cHA DOCKED BY: DS DATE' 4/4/07 DAM 4/4/07 saw' 1 jPi' °"' 1/8 " =1'-0" • ***ft•t• *ft * * *•••••t•• ECE6VE JAN 13 2011 PL i= ` IT CENTER t* **t*t *t•t* ** ** *t• *•••• ft* ••• * *t* **t **••* irnol tm> fm) r iNA✓69 1/ 1. SigPonrr (-)Y,) fen frn> 6 ini, fi is f„ i, lm ir,* f„2, N Dec 16, 2010 at 10:52 AM West Side Rainwater Vault) MOP10011®®® ®P 1 Brili=P20® ®21 ¢ t ZI®E P89 P9DGM P92®©ZZZZ��(yiTi i MICE MEMEMEEME MMEMMM Ez- EiMMM 5025 i :ME M MMEMME ZIMEMEM -29.-29 MME EMEMISMMEZIMMMEMMEMM MME-34-- ZEMZIMEMEMEMMEMM • ZIMEMEMEMMEMMEZMMMMEMEMEEMEMEMMEMEMMEMMEM EMEMM t iMEMEM- :M= t =iL MMMMEMMMEEM '. p ���== irnol tm> fm) r iNA✓69 1/ 1. SigPonrr (-)Y,) fen frn> 6 ini, fi is f„ i, lm ir,* f„2, N Dec 16, 2010 at 10:52 AM West Side Rainwater Vault) .Y a ysit Pate : Atomert x k.tt per.fr 221121 - 7.7 1 126 . 7.5 2.4 -2.7 I, -12.9 -18 -28.2' dr' p .6) - Z-13 • .1 '1 F315.i/... • 171 Loads: BLC 3. Outrigger! . Resutts for LC 1. Outrigger, (f) _ 5,4 -0- Dec 16, 2010 at 5:02 PM WestRainwaterTop(12-16-10).r3d :Z. ,X 11::1• Loads: BLC 4. Outrigger2 Results for LC 2, Outrigger(2) Dec 16, 2010 at 5:03 PM WestRainwaterTap(12- 16- 10).r3d Plate Moment x k 6,57 4.07 1.67 -.93 -3.43 -5.93 -6.43 - 10.93! .Y .X ate Moment k-ft 3.98 1.48 -1.02 -3.52 -6.02 -8.52 -11.02 -13.52 21 Loads: BLC 5, Outrigger3 Results for LC 3. Outrigger(3) • ._ Dec 16, 2010 at 5:04 PM WestRainwaterTop(12-16-10).r3d .Y .Z. .X 1.47;t1. Putt: iPcf,C dk4S :Lvdr !im`h, Hi�r7.:fiMi4 1);id' *.'' ? L wm ': '1 12/I7 'igdl�dn/ ►Diy = y 6,°61.1.C''! ' yie.1 FT Spar n ru Mar Loads: BLC B, Outrigger4 j,✓- Results for LC 4. Outrigger(4) k = Q . /St 20% )(I. L) •� if, 9/4, L� = / 7, 0 3k Dec 16, 2010 at 5:05 PM W estRai nwate rTop(12- 16 -10). rid Plate Moment x k-ft per-41-2 1.03 -1.77! ' • -3.17 -6.57 5 97 -7.37 -8.77 - 10.17i - 11.5` thnen JeiennuieJ epig .Y .2 .X igqi(Afts)]5i64j Avvr 18.E 12.1 7.4 2.7 -2 -6.7 -11.4: Plate Moment Loads: BLC 7. HS-25 Results for LC 5, HS -25 • :e`> ,Y K�rq. r;n• 4: :- .03 WA!: .0.55. .aw• k.•r4 4.46. Dec 16, 2010 at 11:39 AM W estRai nwateriop(12- 16 -10). r3d .Y ;Z .X Loads: BLC 3. Outriggers Results for LC 1, Outrigger1(f) .'Ltr'.' .r. -`�. i �` -».v.` ,. �a-:�u 444 An•,;a h,,;e. b.. 04vIP +auh 1,1041. Mho d...f ■ ■±4, n.?F awe 6..F *Au..dv ti A.;s rr,ns. : p.c..e„vn nark ;kw •. :fir• Dec 16, 2010 at 5:03 PM WestRainwaterTop(12- 16- 10).r3d .Y Loads: BLC 4.Outrigger2 Results for LC 2, Outrigger(2) Dec 16, 2010 at 5:03 PM WestRai nwaterTop(12- 16- 10)_r3d 'PEA Je ennuieJ ep! 190 Z' '90 .Y 1 A Plate moment y k-ft !•..;-::11104! 2.491 1.09i -.31 -1.71 -3 11I -4 511 -5.91! Loads: BLC 5, Outrigger3 Results for LC 3, Outrigger(3) Dec 16, 2010 at 5:04 PM WestRainwaterTop(12-16-10).r3d 1.06.C.2 (West Side Rainwater Vault) ,Y `. Moment Y k -ttyer . "f3 - 1.2031 - 2.193• - 3.183`'1 -0.1731 - 5.163' -6.153 -7.143 Loads: BLC 6.Outrfgger4 Results for LC 4, Outngger(4) Dec 16, 2010 at 5:05 PM WestRainwaterTop(12 -16-1 Q). r3d rjlnel JaieMuleJ op! -1 Loads: BLC 7, H$-25 Results tor LC 5, HS-25 Dec 16, 2010 at 11:39 AM West Rai nwaterTop(1 2-16-10).r3d 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671 -0780 1.06.C.2 (West Side Rainwater Vault) Monolithic or Integral Wall Design: Outside Face of Wall (Negative Moment) Wall Length, b: Wall Height, a: b /a: Thickness: Bar Cover: Lateral Earth Pressure: Top of Wall, W3: Bottom of Wall, W4: Live Load Surcharge: 21.23' 9.62' 2.2 10.00" 1.50" 0.200 KSF 0.970 KSF 0.080 KSF Original Design Date: 12 /16/10 Revision Date: N/A Sheet:/ 8 of 1 Customer: Shinn Mechanical Project Name: Bow Lake Recycling and Transfer Station Job Number: N/A Structure Name: Rainwater Vaults (Bottom Unit) (Cantilever Wall Design Due To Wall Joints) Calculate Flexural Moments: (Negative Moments, M =PCA Coeff *Pressure*a2) Vertical Design: Bars to Outside: Yes Uniform Triangular) Ms I Mu 0.238 I 0.095 12.95 K -FT 5I 20.72 K -FT Try: #6 @ 9" o.c. (As Prov. =0.59 sq.in./ft.) •Mn= $Asfy(d -a /2): 20.88 K -FT OK c= As *Fy /.85 *f'c *(i1 *b= 0.71" Where, (31= (0.85- .05 *(f c- 4ksi)]= 0.70 a= c *(31= 0.49" d= 8.13" Asmin= 3VYc /fy *b *d: 0.41 sq.in./ft. (Controls) OR 200 *b *d /fy: 0.33 sq.in. /ft. As Provided >As,min: OK p =As/ b *d= 0.00604 pmax = (.75 pb) = 0.03081 OK Es= 29000000 Ec= 57000 *Vf'c = 4768962 n= Es /Ec= 6.08 p * n = 0.03674 k = V(2pn +(pn)2) - pn = 0.2368 j= 1- (k/3)= 0.921 fs= Ms /(As *j *d)= 35,245 PSI < 2/3fy= 40,000 PSI OK Max Spacing, s= 15(40000 /fs)- 2.5Cc= 13.3" OR 12(40000 /fs)= 13.6" OR 3 *Tw= 30.0" Actual Spacing =9" < 13.3" OK Case 8 Case 3 Vs Vu 0.89 0.46 5.82 KIPS 9.31 KIPS Vertical Shear Capacity, cOVn: 12.24 KIPS •Vn >Vu: OK MMUS 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671 -0780 1.06.C.2 (West Side Rainwater Vault) Original Design Date: 12/16/10 Revision Date: N/A Sheet: / ` of a Customer: Shinn Mechanical Project Name: Bow Lake Recycling and Transfer Station Job Number: N/A Structure Name: Rainwater Vaults Vertical De cm: Bars to Inside: Yes Uniform Triangular Ms Mu 0.125 1 0.064 7.80 K -FT [12.48 K -FT Try: #5 ®9 "-o.c.‘ • (As Prov. =0.41 sq.in./ft.) +Mn= $Asfy(d -a /2): 17.52 K -FT OK c= As•Fy /.85•fc•131•b= 0.49" Where, (i1= [0.85- .05•(fc- 4ksi)]= 0.70 a =c•131= 0.34" d= 9.69" ( +)M: Asmj„= 3Vfc /fy•b•d: 0.49 sq.in./ft. (Controls) OR 200•b•d /fy: 0.39 sq.in. /ft. As Provided >As,min: NG 4/3 As Provided, OK p = As / b • d = 0.00352 pma. = (.75 pb) = 0.03081 OK Es= 29000000 Ec= 57000•Vfc= 4768962 n= Es /Ec= 6.08 p • n = 0.02140 k = V(2pn +(pn)2) - pn = 0.1866 j =1- (k /3) = 0.938 fs= Ms /(As•j•d)= 25,177 PSI < 2/3fy=40,000 PSI OK Max Spacing, s= 15(40000 /fs)- 2.5Cc= 23.8" OR 12(40000 /fs)= 19.1" OR 3•Tw= 30.0" Actual Spacing =9" < 19.1" OK WARM 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671 -0780 1.06.C.2 (West Side Rainwater Vault) Original Design Date: 12 /16/10 Revision Date: N/A Sheet: ZP of LG Customer: Shinn Mechanical Project Name: Bow Lake Recycling and Transfer Station Job Number: N/A Structure Name: Rainwater Vaults Base Slab Design: (Design for Uniform Upward Bearing Pressure) (Design Simply- Supported) Design Length, b: 22.06' Design Width, a: 20.83' b /a: 1.10 Base Slab Thickness: 12.0" Dead Load: OR Hydrostatic Load: Top Slab: 0.150 KSF Watertable Depth: 6.00' Soil (Max. Fill- Conservative): 0.180 KSF Depth (WT. to Base): 7.12' Walls: 0.208 KSF Water Pressure: 0.444 KSF Other: Total: 0.538 KSF (Controls) (Note: Design based on higher value of Dead Load and Hydrostatic Load.) Live Load: Wheel Load: 641K1PS" 4 -HS -20 Wheels Uniform Load: 0.434KSF (Wheel Loads /OD of Vault) Check Shear: Max PCA Shear Coeff: Design Shear, Vu: Shear Capacity, 4Vn: Calculate Flexural Moments: 0.5 13.95 KIPS (V =PCA Coeff *Bearing *a) 15.06 KIPS OK 1SimpleSupport Ms Mu Longitudinal:I 0.125 52.72 K -FT 72.68 K -FT Calculate Flexural Capacity: Transverse Bar Size /Spacing: Longitudinal Bar Size/Spacing: ., (M =PCA Coeff *Bearing *a2) #4,;_;@ 12" o.c. (As Provided =0.20 sq.in. /ft.) #8 @ 5.0" o.c. (As Provided =1.88 sq.in. /ft.) Longitudinal Design: •Mn= 4Asfy(d -a /2): 78.11 K -FT OK c= As *Fy /.85 *Pc *p1 *b= 2.26" Where, 131= [0.85- .05 *(f c- 4ksi)]= 0.70 a =c *31= 1.58" Bar Cover: 1.50" d =Slab- cover -Trans Bar- 1 /2Bar Dia.= 10.00" ( +)M: Asm,n=3 )/f c /fy *b *d: 0.50 sq.in./ft. (Controls) OR 200 *b *d /fy: 0.40 sq.in. /ft. As Provided >As,min: OK 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671 -0780 1.06.C.2 (West Side Rainwater Vault) Original Design Date: 12 /16/10 Revision Date: N/A Sheet: if of 21 Customer: Shinn Mechanical Project Name: Bow Lake Recycling and Transfer Station Job Number: N/A Structure Name: Rainwater Vaults Longitudinal Design (Cont.): Check Serviceability ( +)Moment: (Ref. ACI318, 10.6.4) p =As/ b *d= 0.01571 Pmax = (.75 Pb) = 0.03081 OK Es= 29000000 Ec= 57000*Vfc= 4768962 n= Es /Ec= 6.08 p * n = 0.09552 k = V(2pn +(pn)2) - pn = 0.3519 j= 1- (k /3)= 0.883 fs= Ms /(As *j *d)= 38,024 PSI 2/3fy= 40,000 PSI OK Max Spacing, s= 15(40000 /fs)- 2.5Cc= 12.0" OR 12(40000 /fs)= 12.6" Actual Spacing =5" < 12.0" OK MI 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671 -0780 1.06.C.2 (West Side Rainwater Vault) Member: (Internal Baffle Walls) Member Thickness: Bar Cover: Concrete Strength, f c: Beam Width, b: Factored Moment, Mu: Service Moment, Ms: Calculate Flexural Capacity: Bar Size /Spacing: 8" 3.8" 7000 PSI 12.0 2.95 K FT• 1'S K -FT Original Design Date: 12/21/10 Revision Date: N/A Sheet: 11---of Customer: Shinn Mechanical Project Name: Bow Lake Recycling and Transfer Station Job Number: N/A Structure Name: Rainwater Vaults = Ms *1.4 LF = 0.0624kcf * 5.62' 1%3 /6 #4 @ 10" o.c. (As Provided =0.24 sq.in./ft.) d$Mn= 4•A,fy(d -a /2): 4.14 k -ft OK Check Min A. Provided: (Ref. ACI318. 10.5.11 As, min=3Vfc/fy*b*d: 0.20 sq.in./ft. (Controls) As Provided >As,min: OK c= As *Fy /.85 *f c *(31 *b= 0.28" Where, R1= [0.85- .05 *(fc- 4ksi))= 0.70 a =c *131= 0.20" d= Thickness- Cover- 1 /2Bar Dia.= 4.00" OR 200 *b *d /fy: 0.16 sq.in. /ft. Check Max Bar Spacing & Serviceability: (Ref. ACI318,10.6.41 p =As/ b *d= 0.00491 Es= 29000000 Ec= 57000 *dfc = 4768962 n= Es /Ec= 6.08 p ` n = 0.0298 k = d(2pn +(pn)2) - pn = 0.2163 j= 1- (k/3)= 0.928 fs= Ms /(AS *j *d)= 25,385 PSI pma„ = (.75 ph) = 0.03081 OK < 2 /3fy= 40,000 PSI OK Max Spacing, s= 15(40000 /fs)- 2.5Cc= 14.3" (Controls) Actual Spacing =10" OK Check Shear: Factored Shear, Vu: Shear Capacity, 4)Vn: (4Vn =2 *Vf c *b *d /1000) 1.39 KIPS OR 12(40000 /fs)= 18.9" = 0.0624kcf * 5.62' ^2 /2 *1.4 LF 6.02 KIPS OK 1.06.C.2 (West Side Rainwater Vault) Original Design Date: 12/16/10 Revision Date: N/A Sheet: Z3 of 1-k 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671 -0780 Buoyancy Analysis: Customer: Shinn Mechanical Project Name: Bow Lake Recycling and Transfer Station Job Number: N/A Structure Name: Rainwater Vaults Design Methodology: Uplift computed based on volume of water displaced from outside dimensions of structure, including base extension (if provided), from bottom of base slab to water table height. Resisting force based on dry unit weights of concrete and soil above the bottom of base slab. neglects skin friction of soil against structure - conservative. Analysis Assumptions (To Be Verified By E.O.R.): Min. Earth Fill : Unit Wt. of Soil: Unit Wt. of Concrete: Watertable Depth: Unit Wt. of Water: Minimum Safety Factor: Compute Upward Forces: 0.00' 120 PCF 150 PCF 6.0' 62.4 PCF 1.0 (Below Grade) Volume of Water Displaced= Water Depth *O.D. Length & Width = (Water Depth = FiII +Top +Inside Ht +Bottom -W.T. Depth= 5.62') O.D. Width = 21.67' I O.D. Length= 22.90' Upward Force = Vol. of Water Displaced * Water Unit Weight= Compute Downward Forces: Earth Fill(w /opng deduct)= Top Slab(w /opng deduct)= Walls= Base Slab= Soil Over Extension= Soil Wedge= Other= Total Downward Force= 0 LBS 67,512 LBS 103,166 LBS 74,414 LBS 0 LBS 0 LBS 0 LBS 245,093 LBS Net Buoyancy Reaction= 71,118 LBS Buoyancy Safety Factor= 1.4 OK Analysis 2788.05 CF 173,974 LBS Opening Size: 0.0" Dia. (Round) OR 81.4 "L x 81.4 "W (Rectangular) (Equivalent area removed) Base Extension= 0.0" mama 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671 -0780 1.06.C.2 (West Side Rainwater Vault) Original Design Date: 12 /20/10 Revision Date: Sheet: Z Y ofz-i Customer: Shinn Mechanical Project: Bow Lake Recycling & Transfer Station Job Number: N/A Structure Name: West Rainwater Vault Sump Structure Size: Length Width inside Ht. r: 3:$.3' I • '.; 42' 5.00':""' • _ Top Slab Thickness: 0.0 Bottom Slab Thickness: 5.5" Wall Thickness (Min): 4'.00 Base Extension: 0" Vault Design: Sump Below Vault Design Assumptions (To Be Verified By E.O.R.): Design Load: HS -20 Min. Earth Fill : Max. Earth Fill: Unit Wt. of Soil: Unit Wt. of Concrete: Watertable Depth: Lateral Earth Pressure: LL Surcharge: Depth to Apply Surcharge: 13:33'» 13..33' 120 PCF 150 PCF 80.0 PCF 80.0 PSF 8.0' ( 16 -kips wheels ) (Below Grade -Min.) (See Following Sheets) (Ref. ASTM C857/C890: 0.005*Wheel Load) (Ref. ASTM C857/C890) Unit Wt. of Water: . 62.4 PCF Min. Buoyancy Safety Factor Req'd: 10 (See Buoyancy Analysis for Actual Safety Factor) Concrete Strength, f'c: , 7,000 PSI Reinforcing Yield Strength, fy: ,60;000 PSI Load Factors: .6 (Live Load) 1.2 (Dead Load) 1:6 (Earth Pressure) Capacity Reduction: 0,9. (Flexure) ' 75 (Shear) (Note, If no Live Load, set DL Factor to 1.4) References: 1.)ACI318 "Building Code Requirements for Structural Concrete ", latest edition. 2.)ASTM C478 "Specification for Precast Reinforced Concrete Manhole Sections ", latest edition. 3.) ASTM C890 "Standard Practice for. Minimum Structural Design Loading for Monolithic or Sectional Precast Concrete Water and Wastewater Structures ", latest edition. 4.) ASTM C857 "Standard Practice for Minimum Structural Design Loading for Underground Precast Concrete Utility Structures ", latest edition. 5.) HS -20 or HS -25 wheel loads per AASHTO "Standard Specificationfor Highway Bridges ", 17th Edition. 6.) PCA "Rectangular Concrete Tanks ", 5th Edition. Ma LIR 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671 -0780 1.06.C.2 (West Side Rainwater Vault) Monolithic or Integral Wall Design: Outside Face of Wall (Negative Moment) Wall Length, b: Wall Height, a: b /a: Thickness: Bar Cover: Lateral Earth Pressure: Top of Wall, W3: Bottom of Wall, W4: Live Load Surcharge: 3.83' 5.00' 0.8 4.00" 1.00" 0.903 KSF 1.241 KSF 0.000 KSF Original Design Date: 12/20/10 Revision Date: N/A Sheet:' of L� Customer: Shinn Mechanical Project Name: Bow Lake Recycling & Transfer Station Job Number. N/A Structure Name: West Rainwater Vault Sump (Bottom Unit) (Ref. PCA Tables, Chapter 2, Cases 3 & 8) Calculate Flexural Moments: (Negative Moments, M =PCA Coeff *Pressure *a2) Horizontal Design: Bars to Outside: Yes Vertical Design: Bars to Outside: No Case 8 Case 3 Ms I Mu Vu Case 8 Case 8 Case 3 Ms Mu 0.057 0.024 1.48 K -FT I 2.36 K -FT 0.037 I 0.025 1.05 K -FT 1.67 K -FT Try: #4 @ 6" o.c. (As Prov. =0.39 sq.in./ft.) $Mn= •Asfy(d -a /2): 4.57 K -FT OK c= As'Fy /.85'f'c*31 *b= 0.47" Where, [i1= [0.85- .05 *(f'c- 4ksi)]= 0.70 a =c *131= 0.33" d= 2.75" Try: #3 0 6" o.c. (As Prov. =0.22 $Mn= 4)Asfy(d -a /2): 2.21 K -FT OK c= As *Fy /.85 *fc *l31 *b= 0.27" Where, [i1= [0.85- .05 *(f'c- 4ksi)]= 0.70 a= c *01= 0.19" d= 2.31" Check Min A. Provided: (Ref. ACI318.10.5.11 Asm,„= 3Vf c /fy'b *d: 0.14 sq.in. /ft. (Controls) OR 200'b *d /fy: 0.11 sq.in./ft. As Provided>As,min: OK Asmin =3Vf c /fy'b *d: 0.12 sq.in. /ft. (Controls) OR 200'b'd /fy: 0.09 sq.in. /ft. As Provided >As,min: OK Check Serviceability: p =As/ b *d= Pmax = (.75 Pb) = Es= Ec= 57000 *Vf'c = n= Es /Ec= P *n= k = V(2pn +(pn)2) - pn = (Ref. ACI318, 10.6.4) 0.01190 0.03081 OK 29000000 4768962 6.08 0.07236 0.3149 j =1- (k /3)= 0.895 fs= Ms /(As *j'd)= 18,339 PSI 2 /3fy= 40,000 P51 OK Max Spacing, s= 15(40000 /fs)- 2.5Cc= 30.2" OR 12(40000 /fsj= 26.2" OR 3 *Tw= 12.0" Actual Spacing =6" < 12.0" OK p =As/ b *d= Pmax= (•75 Pb) = Es= Ec= 57000'Vfc= n= Es /Ec= p * n = k = V(2pn +(pn)2) - pn = 0.00796 0.03081 OK 29000000 4768962 6.08 0.04841 0.2665 j= 1- (k/3)= 0.911 fs= Ms /(As *j'd)= 26,956 P51 2 /3fy= 40,000 PSI OK Max Spacing, s= 15(40000 /fs)- 2.5Cc= 18.5" OR 12(40000/fs)= 17.8" OR 3 *Tw= 12.0" Actual Spacing =6" < 12.0" OK Check Shear: (V =PCA Coeff *Pressure *a) Case 8 I Case 3 1 Vs Vu Case 8 J Case 3 Vs Vu 0.41 l 0.21 l 2.22 KIPS 3.55 KIPS 0.35 1 0.27 2.06 KIPS 3.29 KIPS Horiz. Shear Capacity, $Vn: 4.14 KIPS $Vn >Vu: OK Vertical Shear Capacity, cf)Vn: 3.48 KIPS $Vn >Vu: OK MMUS 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671-0780 1.06.C.2 (West Side Rainwater Vault) Customer: Project Name: Job Number: Structure Name: Monolithic or Integral Wall Design (Cont.): Inside Face of Wall (Positive Moment) Bar Cover: 2.13" Calculate Flexural Moments: (Positive Moments, M =PCA Coeff *Pressure•a2) Original Design Date: 12/20/10 Revision Date: N/A Sheet: 2 of28 Shinn Mechanical Bow Lake Recycling & Transfer Station N/A West Rainwater Vault Sump Horizontal Design: Bars to Inside: No 11 Vertical Deslnn: Bars to Inside: Yes Case 8 Case 3 Ms Mu Case 8 Case 3 1 Ms 1 Mu 0.029 0.011 I 0.74 K -FT 1.18 K -FT 0.009 i 0.008 1 0.27 K -FT I 0.44 K -FT Try: #4 ":;: 6 "o:E: • (As Prov: 0.39 sq in. /ft.) $Mn= 4,Asfy(d -a /2): 1.91 K -FT OK c= As•Fy /.85 *f001 *b= 0.47" Where, (31= [0.85- .05 *(fc- 4ksi)]= 0.70 a= c *(31= 0.33" d= 1.25" Try: #3 (g) 6" o.c. (As Prov. =0.22 sq.in. /ft.) •Mn= c1)A,fy(d -a /2): 1.58 K -FT OK c= As *Fy /.85 *f'c •131 *b= 0.27" Where, (31= [0.85- .05 *(f'c- 4ksi)]= 0.70 a= c•131= 0.19" d= 1.68" Check Min Provided: (Ref. ACI318, i0.5.11 ( -)M: Asmi„= 3Vft /fy *b•d: 0.06 sq.in. /ft. (Controls) OR 200 *b •d /fy: 0.05 sq.in. /ft. As Provided >As,min: OK ( +)M: Asmin =3Vf c /fy *b*d: 0.08 sq.in. /ft. (Controls) OR 200 *b *d /fy: 0.07 sq.in. /ft. As Provided >As,min: OK Check Serviceability: p =As/ b•d= Pmax = (.75 pb) = Es= Ec= 57000 *Vfc = n= Es /Ec= p *n= k = V(2pn +(pn)2) - pn = (Ref. ACI318, 10.6.4) 0.02629 0.03081 OK 29000000 4768962 6.08 0.15984 0.4277 i =1- (k/3)= 0.857 fs= Ms /(As•j *d)= 21,045 PSI < 2/3fy= 40,000 PSI OK Max Spacing, s= 15(40000 /fs)- 2.5Cc= OR 12(40000 /fs)= OR 3 *Tw= Actual Spacing =6" < 12.0" 22.2" 22.8" 12.0" OK p =As/ b *d= Pmax = (.75 pb) = Es= Ec= 57000 *Vfc = n= Es /Ec= p * n = k = V(2pn +(pn)2) - pn = j= 1- (k /3)= fs= Ms /(As *j•d)= 0.01094 0.03081 OK 29000000 4768962 6.08 0.06653 0.3043 0.899 9,773 PSI 2/3fy= 40,000 PSI OK Max Spacing, s= 15(40000 /fs)- 2.5Cc= 56.1" OR 12(40000 /fs)= 49.1" OR 3•Tw= 12.0" Actual Spacing =6" < 12.0" OK @MOM 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671 -0780 Base Slab Design: Design Length, b: Design Width, a: Base Slab Thickness: Dead Load: Top Slab: Soil (Max. Fill- Conservative): Walls: Other: Total: Live Load. Wheel Load: Uniform Load: Check Shear: Max PCA Shear Coeff: Design Shear, Vu: Shear Capacity, On: Calculate Flexural Moments: 1.06.C.2 (West Side Rainwater Vault) Original Design Date: 12 /20/10 Revision Date: N/A Sheet: 1.1 of �-4 Customer: Shinn Mechanical Project Name: Bow Lake Recycling & Transfer Station Job Number: N/A Structure Name: West Rainwater Vault Sump (Design for Uniform Upward Bearing Pressure) (Ref. PCA Rectangular Tanks, Chapter 2, Case 10: Pinned 4- Sides) 4.16' 2.75' b /a: 1.50 5.5" 0.000 KSF 1.600 KSF 0.249 KSF 1.849 KSF 6 KIPS 0.434KSF 0.42 3.37 KIPS 6.49 KIPS OR Hydrostatic Load: Watertable Depth: Depth (WT. to Base): Water Pressure: 6.00' 12.79' 0.798 KSF (Controls) (Note: Design based on higher value of Dead Load and Hydrostatic Load.) (Use Goal Seek to set LL bearing pressure the same as main vault) (Wheel Loads /OD of Vault) (V =PCA Coeff*Bearing *a) OK Calculate Flexural Capacity: Transverse Bar Size /Spacing: Longitudinal Bar Size /Spacing: #3 @ 8" o.c. #3 @ 8" o.c. (M =PCA Coeff *Bearing *a2) (As Provided =0.17 sq.in. /ft.) (As Provided =0.17 sq.in. /ft.) Transverse Design: 4,Mn =4Asfy(d -a /2): 3.16 K -FT OK c= As *Fy /.85 *f1c 131 *b= 0.20" Where, (31= [0.85- .05 *(f c- 4ksi))= 0.70 a= c *(31= 0.14" Bar Cover: 1.00" d =Slab- cover -1 /2Bar Dia.= 4.31" Check Min A. Provided: (Ref. AC1318.10.5.11 ( -)M: Asmi„= 3df'c /fy *b *d: 0.22 sq.in./ft. OR 200 *b *d /fy: 0.17 sq.in./ft. As Provided >As,min: NG 4/3 As Provided, OK (Controls) Longitudinal Design: •Mn= 4A,fy(d -a /2): 2.88 K -FT OK c= As *Fy /.85 *f'c *(31 *b= 0.20" Where, 131= [0.85- .05 *(f'c- 4ksi)1= 0.70 a =c *R1= 0.14" Bar Cover: 1.38" d =Slab- cover -Trans Bar -1 /2Bar Dia.= 3.94" (+)M: Asmin 3Vf'c /fy *b *d: 0.20 sq.in. /ft. (Controls) OR 200 *b *d /fy: 0.16 sq.in./ft. As Provided >As,min: NG 4/3 As Provided, OK PCA Case 10 Ms Mu Transverse: 0.078 1.35 K -FT 1.72 K -FT Longitudinal: 0.043 0.74 K -FT 0.95 K -FT Calculate Flexural Capacity: Transverse Bar Size /Spacing: Longitudinal Bar Size /Spacing: #3 @ 8" o.c. #3 @ 8" o.c. (M =PCA Coeff *Bearing *a2) (As Provided =0.17 sq.in. /ft.) (As Provided =0.17 sq.in. /ft.) Transverse Design: 4,Mn =4Asfy(d -a /2): 3.16 K -FT OK c= As *Fy /.85 *f1c 131 *b= 0.20" Where, (31= [0.85- .05 *(f c- 4ksi))= 0.70 a= c *(31= 0.14" Bar Cover: 1.00" d =Slab- cover -1 /2Bar Dia.= 4.31" Check Min A. Provided: (Ref. AC1318.10.5.11 ( -)M: Asmi„= 3df'c /fy *b *d: 0.22 sq.in./ft. OR 200 *b *d /fy: 0.17 sq.in./ft. As Provided >As,min: NG 4/3 As Provided, OK (Controls) Longitudinal Design: •Mn= 4A,fy(d -a /2): 2.88 K -FT OK c= As *Fy /.85 *f'c *(31 *b= 0.20" Where, 131= [0.85- .05 *(f'c- 4ksi)1= 0.70 a =c *R1= 0.14" Bar Cover: 1.38" d =Slab- cover -Trans Bar -1 /2Bar Dia.= 3.94" (+)M: Asmin 3Vf'c /fy *b *d: 0.20 sq.in. /ft. (Controls) OR 200 *b *d /fy: 0.16 sq.in./ft. As Provided >As,min: NG 4/3 As Provided, OK • 1.06.C.2 (West Side Rainwater Vault) moan 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671 -0780 Original Design Date: 12/20/10 Revision Date: N/A Sheet:2f of i Customer: Shinn Mechanical Project Name: Bow Lake Recycling & Transfer Station Job Number: N/A Structure Name: West Rainwater Vault Sump Transverse Design (Cont.): Check Serviceability ( -) Moment: (Ref. ACI318, 10.6.4) p = As / b * d = 0.00320 p,nax = (.75 pb) = 0.03081 OK Es= 29000000 Ec= 57000 *dfc = 4768962 n= Es /Ec= 6.08 p * n = 0.01947 k = V(2pn +(pn)2) - pn = 0.1788 j= 1- (k /3)= 0.940 fs= Ms /(As *j *d)= 24,109 PSI 2 /3fy= 40,000 PSI OK Max Spacing, s= 15(40000 /fs)- 2.5Cc= 22.4" OR 12(40000 /fs)= 19.9" Actual Spacing =8" < 19.9" OK Longitudinal Design (Cont.): Check Serviceability ( +)Moment: (Ref. ACI318, 10.6.4) p =As/ b *d= 0.00351 Pmax = (.75 pb) = 0.03081 OK Es= 29000000 Ec= 57000*dfc= 4768962 n= Es /Ec= 6.08 p * n = 0.02132 k = d(2pn +(pn)2) - pn = 0.1863 j = 1- (k /3) = 0.938 fs= Ms /(As *j *d)= 14,595 PSI 2/3fy= 40,000 PSI OK Max Spacing, s= 15(40000 /fs)- 2.5Cc= 37.7" OR 12(40000 /fs)= 32.9" Actual Spacing =8" < 32.9" OK y REVIEWED FOR CODE COMPLIANCE APPI:iAVED MAR 21 2011 City of Tukwila BUILDING DIVISION ereollYrN FINAL GEOTECHNICAL REPORT Bow Lake Recycling & Transfer Station King County Solid Waste Division Tukwila, Washington HWA Project No. 2003-008-21 Prepared for R.W. Beck August 28, 2008 U1211 RECEIVED JAN 13 2011 PERMIT CENTER RECEIVED JAN 1 92011 PUBLIC W RK S HWAGSCIENCES INC • Geotecltnical Engineering • Hydrogeology • Geoenvironmental Services • Inspection e, Testing Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale HWA GEOSCIENCES INC. Caotechn•ical 6• Pavement Engineering • Nyrlrngeolugy • tieuem•irottme,ttal lnspcm•tion & 7esliny cort August 28, 2008 HWA Project No. 2003 - 008 -21 R.W. Beck 1001 Fourth Avenue, Suite 2500 Seattle, WA 98154 -1004 Attention: Mr. Karl Hufnagel, P.E. SUBJECT: FINAL GEOTECHNICAL REPORT Bow Lake Recycling and Transfer Station Tukwila, Washington Dear Sir: As requested, HWA GeoSciences Inc. (HWA) has completed a design level geotechnical engineering study for redevelopment of the Bow Lake Recycling and Transfer Station. Results of our investigation and geotechnical recommendations pertinent to the proposed improvements are provided in the accompanying final geotechnical report. This report incorporates responses to comments received from R.W. Beck, King County SWD, and the City of Tukwila on the draft reports dated May 21 and November 29, 2007. We appreciate the opportunity to provide geotechnical services on this project. Sincerely, HWA GEOSCIENCES INC. Sa H. Hong, P.E. Principal BWT:SI H:bwt 19730 - 64th Avenue W. Suite 209 Lynnwood, WA 98036.5957 Tel: 425.774.0106 lac 4L774&4 www:hw gt* cmj Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale TABLE OF CONTENTS Page 1.0 INTRODUCTION 1 1.1 GENERAL 1 1.2 PROJECT DESCRIPTION 1 1.3 SCOPE OF SERVICES AND AUTHORIZATION 3 2.0 FIELD AND LABORATORY INVESTIGATION 4 2.1 FIELD INVESTIGATION 4 2.2 LABORATORY TESTING 5 3.0 GENERAL SITE CONDITIONS 5 3.1 SITE DESCRIPTION 5 3.1.1 King County Parcel 5 3.1.2 WSDOT Parcel 6 3.2 GENERAL GEOLOGIC CONDITIONS 8 3.3 SITE HISTORY 9 3.4 SUBSURFACE CONDITIONS 9 3.4.1 Fill Soil 10 3.4.2 Fill with Refuse 10 3.4.3 Refuse 10 3.4.4 Buni Fill 11 3.4.5 Glacial Deposits 11 3.5 GROUND WATER 11 4.0 CONCLUSIONS AND RECOMMENDATIONS 12 4.1 GENERAL 12 4.2 SEISMICITY 13 4.3 SEISMIC DESIGN 14 4.4 REFUSE SETTLEMENT 15 4.4.1 Compressibility of Refuse 16 4.4.2 Primary Settlement 17 4.4.3 Secondary Settlement 17 4.4.4 Bio- degradation Settlement 18 4.5 PRELOAD CONSIDERATIONS 18 4.5.1 Preloading Time Required 19 4.5.2 Preload Monitoring 19 4.5.3 Estimated Refuse Settlement under Fills without Preload Treatment 20 4.5.4 Proposed Improvements Built on Refuse Area with Preload Treatment 21 4.5.5 New Road Fill East of the Transfer Trailer Yard 21 4.6 RETAINING WALL ALONG I -5 (WALL A) 22 4.7 RETAINING WALLS ALONG THE NORTH PERIMETER ROAD (WALLS C AND D) 24 2003 -008 FR.doc i HWA GEOSCIENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale 4.8 RETAINING WALL AT TRAILER PARKING 24 4.8.1 Mechanically Stabilized Earth (MSE) Walls 25 4.8.2 Soldier Pile Retaining Wall Options 28 4.9 REFUSE SETTLEMENT NEAR THE TRANSFER TRAILER YARD WALL 29 4.10 EXISTING FOUNDATIONS 29 4.11 SOUTH SCALE FACILITY 30 4.12 NORTH SCALE FACILITY 30 4.13 FUTURE PROCESSING FACILITY 31 4.14 NEW TRANSFER / TSO BUILDING 31 4.14.1 Foundations 31 4.14.2 Concrete Retaining Walls 33 4.14.3 Lateral Earth Pressures Acting on Yielding Concrete Retaining Walls 33 4.14.4 Lateral Earth Pressures Acting on Restrained (unyielding) Concrete Retaining Walls 34 4.14,5 Passive Earth Pressures 35 4.14.6 Base Friction Under Foundations 36 4.14.7 Compaction of Wall Backfill 36 4.14.8 Allowable Bearing Pressures for Retaining Wall with Shallow Foundation 36 4.15 MAINTENANCE BUILDING 38 4.16 STORMWATER DETENTION VAULTS AND WASTEWATER HOLDING TANK 38 4.17 EARTH WORK AT THE EXISTING TRANSFER STATION 38 4.18 OVER - EXCAVATION OF REFUSE OR UNSUITABLE SOILS 39 4.18.1 Geotechnical Considerations and Temporary Cut Slopes 39 4.18.2 Environmental Considerations 39 4.19 EARTHWORK AND COMPACTION 40 4.19.1 Reuse of On -Site Materials 40 4.19.2 Import Structural Fill 40 4.19.3 Compaction 41 4.20 PILE FOUNDATIONS 41 4.21 PAVEMENT SUPPORT 42 4.21,1 Pavement Subgrade Preparation 42 4.21.2 Pavement Section Design 43 4.22 SLOPE STABILITY AND CR.rFICAL AREA REQUIREMENTS 44 4.22.1 King County Parcel 45 4.22.2 SDOT Parcel 45 4.23 Son CORROSIVENESS 46 4.24 PIPE BEDDING AND TRENCH BACKFILL 46 4.24.1 Pipe Support Through Refuse Areas 46 4.24.2 Pipe Support Through Non- Refuse Areas 47 2003 -008 FR.doc 11 HWA GEOSCIENCES INC. 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For usage Conditions Agreement see www.bxwa.com - Always Verify Scale 4.25 GAS VENTING FOR ALL BUILDINGS AND VAULTS 48 5.0 CONDITIONS AND LIMITATIONS 48 6.0 REFERENCES 51 LIST OF FIGURES (FOLLOWING TEXT) Figure 1 Figure 2A Figure 2B Figure 2C Figures 3A to 3K Figure 4 Figures 5A to 5I APPENDICES Vicinity Map Site and Exploration Plan Site and Slope Topography Pre -load and Overexcavation Plan Cross Sections A -A' through K -K' Refuse Settlement Calculations Retaining Wall Diagrams Appendix A: Field Investigation Figure A -1 Figures A -2 to A -38 Figures A -39 to A -49 Legend of Terms and Symbols Used on Exploration Logs Logs of Boreholes B -201 through B -237 Logs of Test Pits TP -1 through TP-1 1 Appendix B: Laboratory Investigation Figures B -1 to B -2 Figures B -3 to B -28 Figures B -29 Figures B -30 Liquid Limit, Plastic Limit and Plasticity Index Particle -Size Analysis Corrosion Potential Moisture Content Ash and Organic Matter Content Appendix C: Logs from Previous Geotechnical Investigations Section C -1 Section C -2 Section C -3 Section C -4 Section C -5 Section C -6 Section C -7 Section C -8 2003 -008 FR,doc Dames & Moore (1965) Shannon & Wilson (1976) Hong Consulting Engineers (1986) Hong Consulting Engineers (1987) Hong Consulting Engineers (1988) Golder Associates (1992) Hong West & Associates (1994) HWA GeoSciences Inc. (2003) HWA GEoScwwdis INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale FINAL GEOTECHNICAL REPORT BOW LAKE RECYCLING AND TRANSFER STATION KING COUNTY SOLID WASTE DIVISION TUKWILA, WASHINGTON 1.0 INTRODUCTION 1.1 GENERAL This report presents the results of a geotechnical engineering investigation performed by HWA GeoSciences Inc. (HWA) for the proposed redevelopment of the Bow Lake Recycling and Transfer Station in Tukwila, Washington. Per the 2006 Facility Master Plan Update (FMP), King County Solid Waste Division (SWD) plans to construct a new transfer building on property to be acquired from WSDOT, lying immediately north of the existing transfer station (hereafter referred to as the WSDOT parcel), demolish the existing station, and also construct scale facilities, a maintenance building, roadways, and trailer parking. The existing transfer station will remain in operation during a phased construction. The project location is shown on the Vicinity Map, Figure 1. Existing and proposed features, topography, and exploration locations are shown on the Site and Exploration Plan, Figure 2A. Topography of the slopes on and bordering the site down to the Duwamish Valley floor is shown on Figure 2B. The purpose of our investigation was to evaluate the subsurface conditions in areas of proposed improvements and provide geotechnical recommendations for design and construction. 1.2 PROJECT DESCRIPTION Our understanding of the project is based on preliminary designs as developed for the 2006 FMP, the 20 percent Basis of Design Report (BODR), discussions with the project team, our involvement since 1986 for remedial measures to the existing building, and since 1993 for master planning. The existing transfer station, built in 1977, will be replaced with a new facility that will serve a number of purposes, including preparation for waste export following closure of Cedar Hills Regional Landfill. The preliminary design calls for a three- phased construction approach, in order to maintain transfer station operations at all times. Key preliminary design elevations were 265 feet for the tipping floor and roadways to it, and 245 feet for the compactor pit floor, maintenance building, and trailer parking area. These preliminary design elevations have been raised approximately 3% feet to correspond to the NAVD88 datum used in the new survey by Duane Hartman & Associates (DHA). The latter datum is 3.53 feet higher than the NGVD29 datum of the previous survey utilized for FMP Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 preliminary design. Proposed design elevations will, however, likely be adjusted further during final design. New facilities will be constructed in three phases, as follows: 1) Site preparation, with major site grading and wall construction. Contaminated soils will be exported from the site for disposal. Particular elements will include the following: • An underground stormwater detention vault, and stormwater and sewer pipelines down the east slope (see Final Geotechnical Report, Slope Pipelines, HWA, August 2008a); • A permanent access road parallel to Interstate 5, with removal of contaminated soils and construction of an 1,100 -foot long retaining wall; • A retaining wall for the northeastern portion of the perimeter road; • Subgrade preparation and placement of base course for proposed pavements and building slabs; • Placement of fill on the east slope (see Final Slope Stability Report, HWA, August 2008b). 2) Construction of a new 68,000 square foot Transfer / TSO (Transfer Station Operators) Building and North Scale Facility on the WSDOT parcel. Particular elements include the following: • New transfer building, to be constructed on perimeter column footings with a slab -on- grade floor. Retaining walls approximately 20 feet high will be constructed for the refuse compactor pit and yard waste pit at the south end of the building (see Figure 2A); • North scale facility, with two scales, and a retaining wall separating it from the perimeter road; • A fueling station; • Associated access drives and parking areas, including temporary trailer packing west of the new transfer facility. 3) Demolition of the existing 33,000 square foot transfer shed, scales, and roadways, following start of operations in the new transfer building. New features will include the following: 2003 -008 ''R.doc 2 HWA GEOSCIBNCBS INC. Provided to Builders Exchange of WA, Inc. For usage. Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 • 2,500 square foot equipment maintenance building, with a 20 -foot high retaining wall to support an adjacent roadway; • South scale facility, with three scales; expandable to four; • Trailer parking, with a 385 -foot long retaining wall up to 15 feet high with 21-1:1V backfill slope along the western side; • An underground sanitary sewer detention vault within the transfer trailer yard; • An additional fueling facility; • Access drives and a paved area for pay recycling and yard waste tipping, supported on new fill west of the trailer parking retaining wall; • An east perimeter road, to be partly supported on new fill; • A future facilities area, for possible collection of household hazardous waste (HHW) or other uses, to be supported mostly on new fill; and • Construction of new parking stalls west of the new transfer building. 1.3 SCOPE OF SERVICES AND AUTHORIZATION A preliminary scope of services and cost estimate for the geotechnical and environmental investigation was submitted to Karl Hufnagel, of R.W. Beck, on August 24, 2006. Subsequent revisions to scope and budget, based on updates to project understanding, were made on September 26 and December 8, 2006, and January 3 and 26, 2007. Written authorization to proceed was given in an email on Januaty 23, 2007, by Karl Hufnagel, for the scope defined in Amendment No. 3, Phase 2A, Exhibit A Scope of Work, dated February 19, 2007. The design review and specification writing scope was set aside for Amendment No. 5. The need for out -of- scope work for the subsurface exploration program (additional cost for drilling at night, and additional boreholes) was identified and proposed costs were submitted February 16, 2007. This additional scope was verbally approved by Karl Hufnagel and, subsequently, included in Amendment No. 4, dated March 2, 2007. Our scope of work for this project includes a combined geotechnical and environmental subsurface exploration program; performing analytical laboratory tests; performing geotechnical laboratory tests and engineering analyses; and preparing dram and final geotechnical reports. Environmental analyses performed under this scope of work were reported separately, as follows: • Phase I & 11 Environmental Site Assessment, WSDOT Property, September 17, 2007. 2003 -008 FR.doc 3 .HWA GEOSCJENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 • Environmental Site Investigation, Bow Lake Processing / Transfer Station, July 9, 2007. Supplemental geotechnical investigations were conducted for the Slope Pipelines (HWA, August 2008a), and for design of Wall E at the toe of the refuse slope as part of the Slope Stability report (HWA, August 2008b). 2.0 FIELD AND LABORATORY INVESTIGATION 2.1 FIELD INVESTIGATION The fieldwork consisted of geologic reconnaissance of the site (King County parcel and WSDOT parcel) and adjacent slopes, and a subsurface exploration program that included 37 borings (designated B -201 through B -237) and 11 test pits (designated TP -1 through TP -11). The surveyed exploration locations are plotted on the Site and Exploration Plan, Figure 2A. These subsurface explorations were performed to obtain both geotechnical and environmental data; particularly, regarding the character and extent of fill and refuse on the site. Geotechnical data obtained in previous investigations (see Appendix C) since 1965 in the vicinity of the existing transfer station were utilized in planning our subsurface investigation, as well as for developing geotechnical recommendations in this report. Borehole drilling was conducted with four different drill rigs, by three sub - contracted drilling companies, from February 12 through March 6, 2007. Drilling equipment was selected based on site access conditions, and included a truck - mounted drill rig, a large track- mounted drill rig, a small track - mounted drill rig, and a hand - portable drill rig. The boreholes were advanced to depths ranging from 10Y to 711/2 feet below the existing ground surface. Standpipe piezometers were installed in five of the boreholes. The test pits were excavated on February 21 through 23, 2007, with a large trackhoe to depths of up to 26 feet below ground surface. Each of the explorations was advanced under full -time HWA supervision, and was logged by an environmental or engineering geologist. During the field investigation, soil samples were classified in the field and pertinent information, including sample depths, stratigraphy, soil engineering characteristics, and ground water occurrence was recorded. HWA collected a composite soil sample from each soil boring and each test pit for environmental analytical testing. Soil samples selected for composite analyses were collected from the top soil - refuse interface, and throughout visibly refuse - contaminated soil to the bottom of the soil- refuse interface. Representative soil samples were obtained from the explorations and taken to our laboratory for further examination and geotechnical testing. All samples were field- screened using a photo ionization detector (PID). Field exploration methods are described in detail and logs of the explorations are presented in Appendix A. 2003 -008 FR,doc 4 HWA GEOSCIENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 2.2 LABORATORY TESTING Laboratory tests were conducted on selected samples obtained from the explorations to characterize relevant engineering and index properties of the soils encountered. Laboratory tests included in -situ moisture content, grain size distribution, pH and resistivity, and Atterberg Limits. The tests were conducted in general accordance with appropriate American Society of Testing and Materials (ASTM) standards. The test results and a discussion of laboratory test methodology are presented in Appendix B, or displayed on the exploration logs in Appendix A, as appropriate. 3.0 GENERAL SITE CONDITIONS 3.1 SITE DESCRIPTION The existing Bow Lake Transfer Station is located on the site of a closed landfill, adjacent to the east side of I -5, north of the South 188''' Street interchange (see Figure 1). The WSDOT parcel is located immediately north of the existing transfer station. The project site, consisting of both properties, is situated near the top of the west slope above the Duwamish River Valley. The topography of the general site area has been extensively modified by previous landfill operations, construction of 1 -5, and subsequent stockpiling of fill on the WSDOT parcel (see Section 3.3, Site History). 3.1.1 King County Parcel The King County property ranges in elevation from 290 feet, at the top of the slope on the 1 -5 (west) side, to 140 feet on the Duwamish River Valley (east) side. The portion of the site containing the transfer station ranges in elevation from approximately 245 to 265 feet (see Figure 2A). The transfer station site is relatively flat, with access roads and ramps for the delivery and removal of solid waste. East of the existing transfer station, the ground slopes from 1' /2H:1 V to 3H:1 V (Horizontal:Vertical) within the former landfill, and is presently vegetated with blackberry brambles and scattered deciduous trees. A 20- to 25 -foot high cut at the slope toe, on the down slope La Pianta property to the east, is retained by an ecology block gravity wall. Elevations of the eastern slope vary from approximately 245 to 255 feet at the transfer station perimeter road, down to 80 feet at the southeastern property corner. Along most of the southern property line, the slope is traversed in an easterly direction by a 50 -foot wide bench, which then traverses northeast and northward along contour and gently slopes to a 100 -foot, or so, wide cut -bench at the northeastern property corner. A narrow dirt access road (grown over) descends the slope from the north (crossing the La Pianta property from the WSDOT parcel) to the wide bench area at the northeast corner. 2003 -008 FR.doc 5 HWA GEOSCIENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale 4 A August 28, 2008 HWA Project No. 2003 -008 The slopes above the bench and old road are covered with blackberries, and the surficial soil consists of brown silty sand, with some scattered refuse, consisting of old bottles, tin cans, and other metal and glass debris, on the ground surface. Slope gradients were observed to vary from approximately 10 to 100 percent along short distances down the slope, indicative of modified land. Historical aerial photos indicate this site was the main area of former landfilling. The slope below the wide bench is more consistent, with gradients ranging from 30 to 45 percent. Scattered trees present in this lower slope consist of 8- to 12 -inch maples, 12- to 18 -inch cottonwoods, and 6- to 8 -inch alders; the latter of which most are dead. The lower trunks of the trees are bent or pistol -butt shaped, indicative of soil creep. The toe of the slope east of the King County parcel, on the La Pianta property, consists of a 25 -foot or so high cut slope at about a 1 /2H:1 V (Horizontal: Vertical) inclination. This steep cut is buttressed by an Ecology Block wall, four- blocks high and backfilled with sand and gravel, at the edge of a paved lay -down yard on the Green River Valley floor. The soils exposed at the top of the cut appear to be glacially over - consolidated silty sand with gravel. Two 12 -inch storm drain pipelines are visible on the landfill slope: a corrugated plastic pipe along the upslope edge of the southern property line bench; and a 12 -inch concrete -to- corrugated metal pipe, located due east of the north end of the existing transfer building. In late October 2006, we observed no water flow at the culvert outlets on the slope, despite preceding heavy rainfalls. However, according to site utility plans and visual observations, stormwater is discharged to the top of the fill slope, to the southeast of the transfer building. Surface expressions of past stormwater discharge consisted of fresh green grass, remains of wet -soil plants not seen elsewhere on the slope, and soft ground underfoot. No surface water was, however, observed. The slopes south and east of the King County parcel, on the La Pianta property, were modified by surface mining of sand and gravel as shown in a 1969 aerial photo and confirmed by our recent observations. Escarpments between terraces were approximately 15 to 20 feet high, with the terraces on the order of 30 to 50 feet wide, Second - growth deciduous trees up to approximately 18 inches in diameter were observed on the cut benches and escarpments. 3.1.2 WSDOT Parcel The WSDOT parcel is dominated by two ages and types of soil stockpiles (one on top of the other); a steep ravine to the north with an east - flowing stream; and a complex east - facing slope descending to the valley floor. The dimensions of the top of the stockpile are about 300 feet by 220 feet. A :small roadway provides access from I -5 to the mostly-flattened top of the stockpile, existing at an elevation of approximately 308 feet. A sma11 additional mounded stockpile reaches an elevation of 317 feet. This upper fill stockpile is covered with generally young vegetation consisting of grass, Scots Broom, and emergent Himalayan Blackberry. 2003-008 FR.doc 6 HWA GEoScr>?Ncas INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 The upper fill stockpile is setback from the crest of the lower fill stockpile along the eastern and southern sides. The lower stockpile is densely vegetated with a continuous blackberry thicket along the southern and southeastern sides, transitioning to wooded with mature maples along the northeastern and northern sides. The side slopes of the WSDOT stockpile on the north side are inclined at about 20 percent in the upper half and about 30 percent in the lower half. The eastern slope of the WSDOT stockpile varies in inclination between gradients of 20 to 100 percent with the shallowest slope occurring on a bench at the base of the most recent fill stockpile, approximately 20 feet lower than the top of the stockpile. The southern slope is similar to the eastern as it descends toward the transfer station property. No evidence of recent fill instability was observed, even along the slope crests where sloughing typically occurs in uncompacted fills. However, erosional rilling, up to 2 feet deep and 5 feet wide, was observed along the northern lower slope of the WSDOT stockpile. The stockpile is set back from the natural slopes to the north and east, and there is a gently - sloping bench at the toe of the fill leading to the steeper natural slopes. The surficial soils along the bench are gravelly and very dense. This bench ranges from 20 to 50 feet wide along the north side and a minimum of 100 feet on the east side, and is inclined at approximately 20 percent. The natural ravine slope to the north descends at gradients of approximately 55 to 60 percent in the upper portion, steepening to 75 to 80 percent for the remainder of the slope to the ravine bottom. Contours on the north side of the ravine show a similar gradient. Side ravines are locally steeper near the crest of the main ravine. The side ravine approximately 45 feet north of borehole 13 -237 is inclined at about 200 percent ('' AH:1 V) in the upper 20 feet or so (see Figure 2A). The slope soils consist of loose sand (colluvium) over very dense, clean, sand. The slope surface was probed with a 3 -foot long, '/2 -inch diameter, steel rod. The loose sand was observed to be as little as 'h- to 1 -foot thick in the erosional side ravine, and 2'h feet to more than 3 feet thick along most of the slope. Many of the trees on the ravine slope have straight trunks indicating that slope creep is minimal. However, we observed evidence of at least two recent shallow slides in the 15- to 20 -foot high escarpment, near the ravine head (west end), by a culvert outlet that evidently drains stormwater from I -5. The stormwater outfall is likely causing erosion that is contributing to retreat of the escarpment. Ground water seepage was observed at the western end of the ravine in very dense sand, at about 100 feet east of the head and a few feet above the stream, and at the heads of two side ravines approximately 100 feet higher than the stream. The presence and location of the main ravine and side ravines can be attributed primarily to progressive slope retreat caused by ground water seepage. The eastern slope of the WSDOT parcel consists of the soil stockpile in the upper approximately 65 feet. The east property line fence is at or within 10 feet of the stockpile toe. Eastward from the toe is the gently-sloped bench, contiguous with the bench on the north side of the stockpile, 2003 -008 FR.doc 7 HWA GEOSCIENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 inclined at approximately 20 percent and just over 100 feet in width. The outer edge of the bench forms the crest of the steep natural slope, inclined at approximately 85 percent in the upper 40 feet or so, then slopes more gently into a bowl- shaped area, with a second bowl down slope from it. Such bowls are a typical .geomorphic expression of landsliding. The slope beneath the second bowl consists of a shallow ravine down to the Green River Valley, with a small stream fed by ground water seepage on the slope. The upper bowl was vegetated with blackberry brambles, an indicator of ground disturbance (such as by land clearing or grading activities, or by sliding). Another small ravine is present to the north. 3.2 GENERAL GEOLOGIC CONDITIONS The geology of the Puget Sound region includes a thick sequence of over - consolidated glacial and unconsolidated non - glacial soils overlying bedrock. Glacial deposits were formed by ice originating in the mountains of British Columbia (Cordilleran Ice Sheet) and from alpine glaciers which descended from the Olympic and Cascade Mountains. These ice sheets invaded the Puget Lowland at least four times during the early to late Pleistocene Epoch (approximately 150,000 to 10,000 years before present). The southern extent of these glacial advances was near Olympia, Washington. During periods between these glacial advances and after the last glaciation, portions of the Puget Lowland filled with alluvial sediments deposited by rivers draining the western slopes of the Cascades and the eastern slopes ofthe Olympics. The most recent glacial advance, the Fraser Glaciation, included the Vashon Stade, during which the Puget Lobe of the Cordilleran Ice Sheet advanced and retreated through the Puget Sound Basin. Existing topography, surficial geology and hydrogeology in the project area were heavily influenced by the advance and retreat of the Vashon Ice Sheet. Surficial geological information for the site area was obtained partly from the published geological map; "Geologic Map of the Des Moines Quadrangle, King County, Washington." (Waldron, 1962). This map indicates that the plateau west of the site, upon which Sea -Tac International Airport, and the cities of SeaTac, Burien, and Des Moines lie, is predominantly mantled by Vashon till. This material was deposited as a discontinuous mantle of ground moraine beneath glacial ice on the eroded surface of older deposits. Soils defined as Vashon till consist of an unsorted, heterogeneous, mass of silt, gravel, and sand in varied proportions. The till is of high density /strength due to glacial over - consolidation, and typically has low permeability. The surficial geology of the slope forming the side of the river valley, which includes the subject site, is mapped as kame - terrace deposits. This material consists of stratified sand and gravel that was deposited by meltwater streams flowing from receding glacial ice, and was deposited against or close to the ice as Ice - Contact Stratified Drift. Inclusions of till are common, typically discontinuous and of limited thickness. In the past, these kame - terrace deposits were frequently mined for sand and gravel. 2009 -008 FR.doo 8 HWA Gi oSCmmNcss INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 • HWA Project No. 2003 -008 3.3 SITE HISTORY Based on a report entitled Abandoned Landfill Study in King County, produced by Public Health Seattle -King County (PHSKC) in 1985, the subject property was used as a landfill from 1943 to the late 1950's when construction of 1 -5 began (PHSKC, 1985), According to the report, the Bow Lake Landfill was the largest in the county during the 1950's. An incinerator was installed in 1955 and was used for a short time before being shut down. Interpretations of site history from aerial photographs are included in the Phase I and II assessment of the WSDOT parcel (HWA, 2007). Old newspapers retrieved from one of our explorations (TP -10) had dates which indicated landfilling continued until at least 1961. Construction of I -5 displaced a portion of the landfill, and material consisting of burned refuse and soil was stockpiled eastward onto the WSDOT parcel (evidently obtained by the highway department for this purpose). The original transfer station was constructed in 1961, but was closed down by the Washington Department of Labor and Industries in 1970. The current transfer station was built in 1978 and continues to serve the area around Tukwila, Washington. The existing transfer building was constructed above refuse, and is supported on driven timber piles, but has suffered distress from settlement due to some of the supporting piles encountering refusal in fill above deeper refuse (Hong Consulting Engineers, 1986, 1987, and 1988). Settlement of paved areas supported above refuse has also occurred, as is normal for landfill materials. Placement of the upper fill stockpile on the WSDOT site began sometime after BH -1 was drilled by HWA in February 1994, and ended in 2002 based on air photos and our site knowledge. 3.4 SUBSURFACE CONDITIONS The current and previous soil investigations at the project site have encountered five general material types: Fill soil, Fill with Refuse, Refuse, Burn Fill, and Glacial Deposits, as summarized in the following sub - sections. Most of the developed portion of the site contains surficial fill soil, evidently placed as a cap over the refuse for construction of the existing transfer station. The stockpile area of the WSDOT parcel typically consists of fill soil over Burn Fill. However, in the southeastern portion of the WSDOT parcel, an unburned refuse zone was encountered beneath the Burn Fill in two of the explorations, The extent of the particular types of fill, as interpreted from the current and previous explorations, is delineated on the Site and Exploration Plan, Figure 2A. Ten geologic cross - sections through the project site, presented in Figures 3A through 3K, are based on the current and previous exploration logs, the recent topographic survey by DHA, and our ground surface observations. The first five cross - sections (A -A' through F -F') are the same designations and locations as developed for the 1993 Hong West report, with F -F' extended onto the WSDOT parcel. However, cross - section C -C' has been omitted, as it constituted a short portion of 2003 -008 FR.dac 9 HWA GEOSCIENCES INC. Provided to Builders Exchange of WA, inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 cross - section A -A'. It is to be noted that, due to the interpretive nature of cross - sections, only the exploration logs should be relied upon for subsurface detail at particular locations. On the exploration logs, soil layers containing compressible unburned refuse are indicated with a cross - hatched pattern, as noted in the left -hand column for soil symbols. A similar hatching on the cross - sections also indicates the presence of compressible refuse. 3.4.1 Fill Soil 3.4.1.1 Fill on Existing Transfer Station Property A fill cap over refuse was encountered beneath pavement and lawn areas. This soil consisted of sand with variable silt content (Unified Soil Classification SP to SM), and was generally about 5 feet thick, but varied from 0 to approximately 10 feet. The fill was thicker in portions of the existing transfer station site; up to nearly 30 feet thick adjacent to the transfer shed. 3.4.1.2 Fill on WSDOT Property On the WSDOT site, the upper 20 to 35 feet or so of the stockpile ( "WSDOT Fill ") is thought to have been placed during construction of'recent road projects. The upper five to eight feet of the flat portion of the stockpile consisted of drier granular soil cap; e.g. loose to medium dense, brown, fine to medium, sand with gravel and silt. Below the granular cap layer, the next 15 to 20 feet consisted of clay and plastic and non - plastic silt. Some road construction debris was observed in the recent test pits. This silt and clay has a high moisture content, close to the plastic limits for these materials, and are moisture sensitive. Therefore, they are difficult to handle and generally inadequate as fill material (see Section 4.19) 3.4.2 Fill with Refuse A stratified mixture of silty sand fill and municipal solid waste (MSW) was present beneath the surface fill in many areas of the existing transfer station site. The refuse content observed in recent explorations was approximately 10 to 50 percent by volume. This layer varied from approximately 10 to 20 feet thick in the recent explorations. Fill with burned and non - burned refuse was encountered adjacent to I -5 along the western portion of the King County parcel. High lead levels were detected in samples from borehole B- 202, strong creosote odors were detected in test pit TP -7, and a strong diesel or gasoline odor was noted in test pit TP48. 3.4.3 Refuse Unburned refuse (municipal solid waste) was encountered in most of the explorations on the existing transfer station site, and in two explorations in the southeast portion of the WSDOT site. In recent explorations, it was observed to consist of household waste with glass and bottles, tin 2003 -008 FR.doc 10 HWA GEOSCIENCES INC. Provided to Builders Exchange of WA, Inc. For Usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 cans, assorted metal, plastic, porcelain, newspaper, etc. Deposits containing soil fill with greater than 50 percent refuse by volume were logged as Refuse. The type and labeling of food and beverage packaging, as well as a 1961 date on a newspaper, indicated the Refuse dates from the late 1950's to early 1960's. The Refuse thickness generally varied from approximately 10 to 30 feet, and extended to depths of approximately 15 to 40 feet below the existing ground surface. 3.4.4 Burn Fill This fill consisted of reddish -brown and blackish - brown, gravelly, silty sand (Unified Soil Classification SM) with variable amounts (typically about 10 to 30 percent by volume) of glass, metal, porcelain, brick, slag, burned wood, and some plastic. Based on our review of stereo -pairs of historical aerial photos, this material was displaced by 1 -5 construction and stockpiled on the WSDOT parcel. The Burn Fill is exposed at the ground surface of the lower WSDOT stockpile, and was observed in the recent and previous boreholes to range in thickness from approximately 10 to 30 feet, thickening to the east and south before tapering down to the stockpile toe. Burn Fill along the southeastern portion of the old stockpile was observed overlapping early 1960's refuse in two explorations (borehole B -229 and test pit TP -11). Burn Fill -like material was also encountered in test pits TP -7 and TP -8 along the west side of the transfer station property. 3.4.5 Glacial Deposits Each of the borings was advanced into native glacial soils, generally consisting of massive to stratified clean sand (Unified Soil Classification of SP), and silty sand or sandy silt (Unified Soil Classification of SM to ML), of variable density ranging from medium dense to very dense. The stratified character, varied texture, and variable density are consistent with an ice - marginal origin; i.e., kame - terrace deposits at the edge of an ice -filled valley during glacial retreat. Although classified in general as kame - terrace deposits, the glacial deposits are interpreted on the exploration logs as particular depositional facies; e.g. outwash, till, and ice - contact stratified drift. Native glacial soils were encountered at the ground surface in explorations along the base of the western slope, the north end of the King County property, and the western portion of the WSDOT parcel. Very dense, clean to silty, sand was observed in a few soil exposures within the steep ravine on the north side of the WSDOT parcel, and in cuts in the slope on the property down slope from the WSDOT parcel. 3.5 GROUND WATER Ground water was observed in some of the explorations along the western side of the site, in the vicinity of the proposed retaining wall for the north access road. Perched ground water was observed in fill exposed in test pits TP -7 and TP -8. Perched ground water was observed in test pit TP -6 on silt seams within outwash sand, and ground water was observed in boreholes B -202 and B -203 during drilling. Standpipe piezometers were installed in boreholes B -202, B -203, and 2003 -008 FR.doc 11 HWA GEOSCIENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 B -204 along the proposed access road retaining wall adjoining 1 -5. Ground water was also encountered in boreholes B -206 and B -209 during drilling, and piezometers were also installed. Subsequent water level measurements in the piezometers are indicated in Table 1. Table 1— Ground Water Levels, March 9, 2007 . ,�i,t :iF =�f- ells u:r;.yt..M - ^Cj.i,'i yfrg.R. .. t nd . _.�Gn '.1: D7- - �iF 3' 3 . - '�x�."+. '�r' i. WI id= ro> nd Water3y ::_.. ik, :.L,, t , ;< (f00 �. . �,3::a et�s�'�� *3-'1. h^ - .� :ti '4 R ''rl1Grouncl =NYater_ ,,. -. �:F `+. firiWTI_" .•r -5r X� L' '�•r�:r•r�•.���.'s,'-''':.. levaatlon i'xc -. `�.' �� %:c..:'..r,.�: MVLfeet t�:Q- ':� =��. - lam'- ._.: -� ^r GrQt ' p:. '4 ; Sgus.y�. - �',:�Ji t. x;, t`lev,4tton w.�3c£. - .?4.a.A,4s3... jzi5. x:c xy..0 �:s S ° f eE .: - .,a.._... °\..�. �t.- c�4 BH -3 278 DRY to 30 Deeper than 250 BH-4 288 32.22 256 8 -202 290.35 20.26 270.09 B -203 290.46 DRY to 51.5 Deeper than 249 B -204 282.46 DRY to 50.5 Deeper than 251 B =206 250.04 22.68 227.36 B -209 222.34 33.72 188.62 Of the two piezometers installed by HWA in 2003, BH -4 revealed about 1 -foot of ground water, at a depth of 32.2 feet, and BH -3 was dry to a depth of 30 feet. Follow -up measurements obtained November 4, 2004, indicated BH -3 was dry and BH -4 had' V2 -inch of water on the probe tip, possibly due to condensation collecting from the well casing. 4.0 CONCLUSIONS AND RECOMMENDATIONS 4.1 GENERAL Our investigations have included the existing transfer station site on King County property and the WSDOT site, which King County is in the process of acquiring. There are two distinctive characteristics between these two sites: the existing transfer station site contains municipal refuse which is very compressible in many places, and the WSDOT site contains burnt refuse which is predominantly soil, and is less compressible than the municipal refuse fills. The upper recent fill on the WSDOT site contains large inclusions of construction debris such as concrete chunks, wood and steel beams. Also, the WSDOT fill contains a 15 to 20 -foot thickness of wet clay and silt, which is highly moisture sensitive. This material will be difficult to handle for use as structural fill or preload fill, and should not be used for fill on slopes. It would be best to waste this material from the site. Existing granular fill in the upper 5 to 10 feet of the WSDOT site may, however, be reused as general fill, under the right moisture conditions. All of these fill materials are underlain by dense native glacial deposits, generally consisting of clean to silty sand. 2003 -008 FR.doc 12 HWA GEOSCIENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 To assist in development of an understanding of the site subsurface conditions, and the design of the proposed facility, we have attempted to delineate the spatial extent of soil fill, refuse, and glacial deposits such as outwash sand beneath the site. Accordingly, extensive geotechnical cross - sections were developed throughout the site. However, despite many exploration test holes, the boundaries of refuse and fill layers delineated on the Site and Exploration Plan (Figure 2A) and the cross - sections should be considered approximate, as conditions in modified ground typically vary considerably within short distances, both horizontally and vertically. In general, the cross - sections suggest that the refuse layers are found practically in all areas of the existing King County transfer station site, and the southeast portion of the WSDOT site. Any future site filling above the present ground level in areas underlain by refuse will result in significant total and differential settlement, which will necessitate periodic long -term maintenance to any facility supported on such fill, particularly for pavement surfaces and any drainage structures. The design and construction of all site facilities should take into account these uncertainties, and the associated costs for long -term maintenance should be included for the future operations of the facilities. Long -term field settlement monitoring stations should be established during construction such that the maintenance of structures in the future can be scheduled and orderly operations can be ensured. The WSDOT site is surcharged with the recent and 1960's stock piling of fill up to 48 feet above the proposed tipping floor EL 270 feet. In the stockpile area, foundations can be designed based on the preloading or surcharge effect provided by the stockpiled material. However, any area surcharged by less than 10 feet within the building footprint should be preloaded further by moving soils from higher ground to the area in need, such that the building loads can be supported on spread footings. Alternatively, such foundations may be proportioned on the basis of a reduced allowable bearing pressure. 4.2 SEISMICITY As most public buildings are designed based on International Building Code (IBC) requirements, adequate seismic risk assessment should be incorporated into the structural design. The Puget Sound area is known to be seismically active, as evidenced by recent significant seismic events including the 1949 Olympia (magnitude 7,2), the 1965 Seattle (magnitude 6.5), and the 2001 Nisqually (magnitude 6.8) Earthquakes. The seismic hazard in the area comes from three main sources: (1) subduction zone (interplate), (2) Benioff zone (intraslab), and (3) shallow crustal earthquakes. Subduction zone earthquakes occur locally when the interface bond between the North American Tectonic Plate and the subducting Juan de Fuca Plate ruptures. In contrast to similar geologic regimes having subducting plates, such as Alaska or Chile, no earthquakes have been recorded in the Pacific Northwest from thrust fault deformation between plates. However, seismologists 2003 -008 TR.doc 13 HWA GEoScrENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 believe that the local subduction zone has created great interplate earthquakes (Magnitude > 8) in the past, and is likely to produce earthquakes with magnitudes up to 9. Significant ground accelerations would occur at the site in the event of a Large subduction zone earthquake; however, the long distance to the rupture area would reduce the intensity of shaking. Notwithstanding, the duration of the shaking could last several minutes. Benioff zone or intraslab events occur due to tensional rupture within the subducting Juan de Fuca Plate at depths of 28 to 38 miles. This is the source of the largest historical local earthquakes: - 1949 Olympia, 1965 Seattle, and 2001 Nisqually. This source has the potential for events with magnitudes of approximately 7.5. Shaking from a Benioff zone event could be significant at the site. Shallow crustal earthquakes occur on shallow faults due to tectonic stresses. Minor (magnitude. 2) events occur frequently in the Puget Sound region on shallow faults. The Puget Sound area is underlain by several shallow faults. The most nearby notable fault, capable of producing a strong event in the area, is the Seattle Fault, which is an east -west trending zone of thrust or reverse faults that strikes roughly through downtown Seattle. Recent research indicates that these faults are capable of producing events with magnitudes of 6.5 to 7, which could cause severe damage in the Seattle area. The project site is estimated to be located within 5 miles of the Seattle Fault Zone. 4.3 SEISMIC DESIGN At the present tune, seismic design in King County follows the 2006 IBC. The IBC requires structures to be designed for the inertial forces induced by a "Maximum Considered Earthquake" (MCE) event, which corresponds to an earthquake event with a 2 percent probability of exceedance (PE) in 50 years (i.e. 2,475 -year return period). The IBC accounts for the effects of site - specific subsurface ground conditions on the response of structures in terms of site classes. Site classes are defined by the average density and stiffness of the soil profile underlying the site. The IBC Site Class can be correlated to the average standard penetration resistance (NShr) in the upper 100 feet of the soil profile. Based on our characterization of the subsurface conditions at the project site, IBC Site Class D applies to the majority of the site. However, areas of glacial deposits such as along the proposed 1 -5 retaining wall are Site Class C. Table 2 provides the parameters needed for use with the 2006 IBC design procedures for four earthquake levels, which were based on data from the United States Geologic Survey Hazard Mapping Project (2002). 2003 -008 FLdoc: 14 HWA GEOSCIENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 Table 2 — Probabilistic Ground Acceleration Parameters per USGS Probability of Exceedance Return Period Peak Ground Acceleration (PGA) 0.2 sec Spectral Response Acceleration 1.0 sec Spectral Response Acceleration 50% in 75 years 108 year 0.16 0.36 0.11 10% in 50 years 475 year 0.32 0.72 0.24 2% in 50 years 2,475 year 0.61 1.38 0.47 1% in 50 years 4,975 year 0.76 1.73 0.61 Retaining walls are not typically designed to the same seismic standards as structures, and the practice varies between regulatory agencies. For this solid waste facility, which receives municipal refuse, but not hazardous materials, it may be appropriate to design the retaining walls for a 10% PE 50 -year event (approximately 475 -year return period). By way of comparison, earthquake pressures based on the 2,475 -year return period maximum considered earthquake approximately double those calculated for the 475 -year return period. 4.4 REFUSE SETTLEMENT The King County parcel is extensively underlain by refuse which was deposited during prior landfill operations. The extent of the former landfill stretches from the western boundary along I -5 to the eastern slopes of the site. The WSDOT parcel also contains refuse in the southeastern portion. If any structures or fills are supported on the refuse, significant post construction settlement should be expected and, consequently, could induce various levels of damage associated with cracking and deformation to the structures. To reduce potentially severe damage to new improvements over compressible materials; ordinarily, sites such as this are treated either by over - excavation of refuse and replacement with structural fill, or by preloading with a large surcharge fill to preconsolidate the refuse. The purpose of preloading compressible deposits is to generate levels of primary settlement that will sufficiently exceed the level of combined primary and most, if not all, of the design -life secondary settlement that would be developed solely by any new site grading fill and structures. Typically, future settlements will be markedly reduced, and will take the form of long -term secondary compression effects and, in the case of refuse, biodegradation settlement. 2003 -008 FR.doc 15 HWA GEoSCrENCBS INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 4.4.1 Compressibility of Refuse The compressibility of refuse or MSW depends on several factors including: • Age and composition of the refuse; • Nature and amount of daily cover soil; • How the refuse and daily cover were placed; • Leachate (ground water) level within the refuse; • Moisture content and temperature of the refuse; and • Amount of landfill gas. Researchers describe landfill settlement as three phases: immediate, instant, and delayed compression. Immediate compression occurs at the moment the load is applied. Instant compression is analogous to consolidation settlement in mineral soils, but for refuse this takes place rapidly; hence, the terminology "instant". The combined immediate and instant compression is also termed primary settlement. In our experience on other preloaded landfill sites, the primary settlement typically occurs within about 10 days of completion of fill placement, and comprises Most (about two- thirds) of the total settlement induced by the preload. Delayed compression includes: a) plastic creep; b) raveling (break -down) of refuse materials; and c) decomposition/biodegradation, occurring over long time periods (i.e. many months to years). Delayed compression is also termed secondary settlement. The purpose of the preload is to generate settlements that exceed the combined primary and most of the design -life secondary settlement that would be developed by the new facilities. Because of the inherent variability of refuse, differential settlement is impossible to predict with a high degree of certainty on landfills. For natural (mineral) soils, observations show that differential settlement is a fraction, typically less than 50 percent of the total settlement. However, observed case histories of landfill preloading' have indicated differential settlements up to 50 to 100 percent of the total estimated settlement (typically large). Accordingly, for highly variable deposits such as landfill refuse, it is conservative to assume that differential settlement could equal total settlement. Differential settlements are also influenced by non - geotechnical factors such as the uniformity and rate of application of the loading. When considering differential settlement, it is necessary to also consider the distance between points of maximum and minimum settlement. Three such case histories that we have referenced are: 1) 4151 Street Overcrossing Project in Everett, Washington, a new roadway embankment on the closed Everett Landfill; 2) Preload Monitoring at Greenhouse and West Truck Scales area in Tacoma, Washington; and 3) the Pacific Reach Business Park, in Vancouver, B.C., a series of office buildings constructed over the reclaimed Leeder Landfill. These preloaded landfill sites were monitored with settlement plates. 2003 -00$ FR.doc 16 HWA GEOSCIENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 Using a conventional consolidation theory approach, the landfill settlement is normally calculated in a very approximate way and needs to be verified in the field by physical measurements at settlement monitoring stations. Settlement estimates are discussed further in the following report sections. 4.4.2 Primary Settlement The primary settlement of the refuse can be estimated as: SS— HC„Log((o,,o + do)/ ci,b ) • Sp is the primary settlement of the refuse. • H is the original refuse layer thickness. • is the coefficient ofprimary consolidation. Based on our local experience, Cc, ranges from 0.17 to 0.23. Since this value is highly variable from one landfill to another, for design purposes, we recommend 0.23 for this project. However, it should be used with great care and with comprehensive field monitoring performed for verification. • o , is the original vertical effective stress at the midpoint in the refuse layer. • Aa is the increase in the original vertical effective stress at the midpoint in the layer. 4.4.3 Secondary Settlement The secondary settlement can be estimated using the following equation: AH= Cae log Atli • AH is the long -term or secondary settlement. • Cae is the coefficient of the secondary consolidation. Based on our experience locally in Puget Sound, Cae ranges from 0.024 to 0.030. This value is highly variable from one landfill to another. At the project site, we recommend 0.030 for design purposes. however, it should be used with great care and a comprehensive field monitoring performed for verification. • At is the time over which the long -term settlement occurs in years (the design life of the facility). • H is the initial thickness of the compressible layer. 2003 -008 FR.doc 17 HWA GEOSCIENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. '2003-008 4.4.4 Bio- degradation Settlement Bio - degradation of organic matter within the refuse results in long -term settlements that cannot be mitigated by preloading. The rate of biodegradation settlement is very difficult to predict, because it is sensitive to the nature of the waste stream, which is variable in composition and distribution in the landfill mass. Moreover, the age of the landfill also has an influence on the biodegradation rates; older refuse materials, having already experienced substantial biodegradation, exhibit reduced degradation rates. For other landfill reclamation projects, we have used average biodegradation settlement rates of 0.2 to 0.4 percent of refuse thickness per year as design estimates. Little quantitative data, however, is available to corroborate the appropriateness of this estimate, and lesser or greater settlement due to biodegradation should be considered possible. Notwithstanding, some short -term survey monitoring information on another preloaded landfill site with which we are familiar (Pacific Reach, Vancouver, B.C.), suggests that this is a reasonable range of values to use for estimating such settlement. 4.5 PRELOAD CONSIDERATIONS Any structures built in an area underlain by refuse without proper preload treatment will settle significantly for an extended period of time. This settlement will damage any structures built on the refuse as well as the connecting underground utilities. To reduce the settlement damage to structures located on the compressible refuse, it is necessary to surcharge the area with weight greater than the foundation load of the structures and any permanent site grading in excess of existing conditions. For the trailer parking area, our experience suggests that this can be accomplished by designing a preload thickness at least 10 + S feet higher than the proposed final grade, where S is the estimated settlement of the design grade plus preload. For this site, S is estimated to be 2 feet where the refuse is about 15 feet in thickness and will be less, accordingly, for the thinner refuse deposits. For the trailer parking retaining wall, assuming a gravity type wall is to be built on the existing ground, we recommend a preload fill of 15 + S feet above finished grade; S is the estimated settlement of the design grade plus preload. For this site, S is estimated to be 2 feet where the refuse is about 15 feet in thickness and will be less, accordingly, for the thinner refuse deposits. After the preload period is deemed to be sufficiently complete, the surcharge will be removed to final grades; prior to construction of the facility, resulting in a pre - consolidation effect in the underlying compressible deposits. For the backfill and recycle area behind the trailer parking wall, the preload fill thickness should be 10 + S feet above the proposed finished grade, with estimated S =2 feet. The estimated preload fill will be approximately 30,000 cubic yards. At the trailer pad area, the preload thickness will average about 10 + S feet above the proposed finished grade, where estimated S =2 feet. We estimate approximately 64,000 cubic yards of fill will be required to construct this preload. 2003 -008 FR.doc 18 HWA GEOSCIENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 The recommended preload treatment area is displayed on Figure 2C. When the refuse area outlined on Figure 2C is preloaded with 10 feet plus 2 feet of material, the preload fill volume will be approximately 100,000 cubic yards. 4.5.1 Preloading Time Required The time required to place the fill will vary depending on the equipment and personnel assigned to the job. Assuming an average fill placement rate of 1,000 cubic yards per day, we estimate that preload construction will take approximately three months time, assuming continuous placement operations. Based on our preloading experience on other landfills, we anticipate a preload duration period of the order of 3 to 6 months (following completion of filling) will be required. We recommend that the settlement monitoring stations be installed and monitored for timing the necessary preload duration. 4.5.2 Preload Monitoring Time - settlement monitoring of preload treatment of any site is essential to allow assessment of the effectiveness and progression of the procedure. We recommend settlement monitoring stations be installed at multiple locations within the preloaded footprint. The makeup and details of the monitoring stations, as discussed in the following, may range from conventional surface plates, for monitoring of total settlement, to deep installations that will allow measurement of settlements in discrete layers. Conventional Settlement Plates: These typically consist of a 2 -foot square plywood or steel plate with a 2- or 3 -inch pipe flange affixed to the center, and 2- or 3 -inch steel riser pipe threaded into the flange. Most commonly, the riser pipe segments are prefabricated to 5 -foot lengths with standard external couplers used to join the successive segments. The settlement plates are typically placed prior to any site filling over a prepared thin sand pad to provide for a level surface and allow good contact with the ground surface. The elevations of the top of the pipe and the adjacent ground surface are surveyed. Site filling is then undertaken with care exercised during placement of fill around the riser pipes. As the top of the fill approaches the top of the pipe, another section of pipe can be added. However, the elevation of the top of the pipe must be recorded immediately before and immediately after the extension is placed, to maintain continuity of the elevation data and accurate assessment of the riser pipe height at any given time. Settlement plates should be surveyed to indicate the initial elevations of the top of the plate, top of riser pipe, and ground level adjoining the plate riser to the nearest 0.01 foot accuracy, employing a benchmark not influenced by the existing landfill nor by future site filling operations. During the course of fill placement, the settlement monitoring plates should be surveyed not less than once weekly, and on each occasion a riser pipe is added. On days when fill is being placed within 50 feet of a settlement plate(s), the settlement plate(s) should be surveyed daily. On conclusion of the preload placement, the survey frequency may be reduced to biweekly for the following 2 months, and monthly thereafter. 2003 -008 FR.doo 19 HWA GEOSCIENCES INC. Provided to Builders Exchange of WA, .Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 To provide for a good understanding of preload effects, the total number of plates should be determined on the basis of one at each grid point in a 100 -foot grid over the refuse area. For this project, we estimate that you would need approximately 20 plates for the recommended preload area. All settlement plate riser pipes should be protected with 6 -inch stand pipes capped with survey monument covers to enable long -term monitoring, where practicable, after preload removal. Deep Settlement Monitoring Instruments: Deep settlement monitoring instruments may be constructed of 3 -inch diameter corrugated ABS pipe with magnetic rings (strip magnets cut to length and wrapped around the pipe) attached at approximately 3 -foot or other convenient intervals to permit measurement of settlement in discrete zones at depth. The flexible corrugated ABS pipe is inserted around the outside of an interior 2 -inch diameter PVC pipe with flush threaded connections. This assembly is inserted in a borehole and the annular space between the borehole wall and the corrugated pipe is backfilled with a low- strength grout designed to deform (i.e., settle) with the surrounding soil. The flexible corrugated pipe, in turn, will compress with the surrounding low - strength grout. A magnetic sensor probe lowered into the interior PVC pipe will allow measurement of relative positions of the magnetic rings over time, and will permit determination of the magnitude and rate of settlement with depth. The elevation of the top of the casing is surveyed and the elevations of the individual magnetic rings can be determined periodically, as for the conventional surface settlement plates. Before fills are placed over these instruments, they can be extended upward so that the top of the casing is always above grade. The contractor must be careful so as not to get soil or debris into the casing during this process, and must be very careful so as not to damage the instrumentation when placing fill or otherwise operating equipment in their proximity. A sufficient number of settlement plates should be used in conjunction with several deep settlement gages. We recommend two deep settlement gauges at the recycle areas where the fill depth is anticipated to be.deep. Protective surface covers should be installed on these deep settlement monitoring stations to permit long -term monitoring capability. We recommend HWA be retained to review preload design and evaluate the settlement plate locations and data as it is acquired. It is our experience that municipal solid waste settles quickly when loaded. However, a preload period of not less than 3 months (following completion of filling) should be anticipated. Moreover, in some locations, a substantial thickness of refuse may be present, and a reduced preload surcharge thickness to refuse thickness ratio may be operative for these locations. Such a condition could result in a greater time period being required to effect the degree of settlement considered desirable, prior to preload surcharge removal. 4.5.3 Estimated Refuse Settlement under Fills without Preload Treatment Using available published compressibility parameters for landfill refuse, as well as recently acquired data from a preload - monitoring program at the Everett Landfill, we have estimated 2003 -008 FR.doc 20 HWA GEOSCIENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No, 2003 -008 potential settlements that might be anticipated for fills placed over refuse materials at this site. For our estimate, we have assumed fill heights of 10 feet and 15 feet, above a 15 foot thick refuse layer, and have determined that this will generate estimated settlements of 3.5 feet and 3.9 feet, respectively. These settlement estimates include the primary, secondary and biodegradation settlement components. At this site, the existing west entrance access road will be filled up to EL 270 feet from the current approximate ground level at EL 250 feet, and will also cause similar settlements over the years in the absence of preload treatment. Figure 4, Refuse Settlement Calculations, provides more detailed settlement estimate results for various refuse thickness and new fill heights. These settlement estimates should be adopted with caution rather than taking them as absolute values, because errors associated with academic exercises such as this can come with large margins of 50 to 100 percent. The calculated settlements are only intended to demonstrate to the facility designers, the owner and contractors that the potential long -term settlements for the site are very large (i.e., feet rather than inches). All fill areas should be monitored with settlement plates whenever fill is added for grading purposes, even though the fill may not be intended for preload treatment. 4.5.4 Proposed Improvements Built on Refuse Area with Preload Treatment When a refuse area is loaded with new fill, the additional load will compress the refuse and any utilities embedded in or supported above the refuse will experience a change in grades. In some cases, pipeline gradients may become reversed and hydraulic flow can be interrupted by the excessive settlement, or pipe joints may get separated from tension effects associated with induced sagging. Structures built above refuse may also settle severely and display tilting and cracking of the walls, floors and foundations. Pavements or slabs built above refuse often experience abrupt bumps or depressions ( "bird baths ") in their surfaces. Drainage manholes or vaults that may be supported on firm ground or piles below the refuse can protrude in the middle of pavements or graded areas as the rest of the area settles. Periodic leveling of such facilities is required. To alleviate or reduce the problems described above, we recommend 10 feet of preload plus 2 feet of additional fill to compensate for the anticipated settlement. The anticipated settlement under this load can be estimated from Figure 4 with two sample calculations. We recommend a minimum 6" differential settlement be adopted for all utility pipes in the areas where the preloaded treatment (12 feet) is applied. 4.5.5 New Road Fill East of the Transfer Trailer Yard The new east perimeter road will be extended easterly as shown on the site plan, Figure 2A. The maximum proposed road fill height in the area ranges from a few feet to 23 feet where Future Facilities (e.g. Household Hazardous Waste area) are planned. At the proposed Future Facilities area, boring B -209 encountered 31 feet of refuse. 2003 -008 FR.doc 21 HWA GEOSCTENCES 1NC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 The existing east access road area is underlain by extensive amounts of refuse, with up to 40 feet in thickness encountered in some borings. Any road embankment fill added to the .existing refuse will cause settlement, which could be as much as 1/3 the height of the added fill over the long -team. To reduce post- construction settlements, the new road areas should be preloaded. The preload should remain in place for an extended period of time. The total preload height should be at least one times the total height of the final fill. However, it is impractical, in some cases, to apply preload equivalent to total height of the final fill, due to its location at the crest of the slope. Therefore, we recommend that the same preload height (12 feet) be used as for the general site preloading. To contain the fill from spilling down the slope, we understand a toe wall (Wall E) will be constructed along the toe of the existing refuse slope. The toe containment wall and the fill should be constructed concurrently to ensure that materials are properly placed, compacted and contained. Recommendations for design and construction of Wall E are provided separately, in the Final Slope Stability Report, Bow Lake Recycling and Transfer Station (HWA, August 2008b). All preloaded areas should be monitored in accordance with Section 4.5.2 ofthis report. When the preload is removed, the final slope should be trimmed to a maximum gradient of 2H:1 V, with the edge of road constructed with a minimum setback of 10 -feet from the crest of the slope. The finished slope surface should be hydroseeded and/or otherwise vegetated to limit erosion due to runoff. 4.6 RETAINING WALL ALONG I -5 (WALL A) The west perimeter road will be constructed along a proposed retained cut parallel to I -5. After excavation of the higher ground along I -5, to approximately the existing highway road grade, the required retaining wall height is anticipated to vary from approximately 12 feet at the south end, 15 feet along most of the wall, and gradually drop to 13 feet at the north end. Our test borings and test pits conducted in the area revealed that much of the proposed wall and roadway along the King County parcel is underlain by fill with refuse for the upper 7 feet. High levels of lead were detected in one borehole (B -202), and high levels of hydrocarbons were detected in two test pits (TP -7 and TP -8). Based on our explorations, the fill with refuse extends below the top of the proposed wall in some locations. However, the extent of the refuse is not presently clearly defined. Although a soil nail wall would be the most economical wall type in native ground conditions, it is not feasible to install soil nails into refuse. Rather, the cut along the highway can be supported by building either a cast -in -place concrete retaining wall, a soldier pile wall with or without tiebacks, or MSE gravity wall. MSE walls can be built economically at this location if an excavation easement is obtained. Any walls requiring excavation or drilling into WSDOT property would require an easement from the agency. Alternatively, a cantilever soldier pile wall can be erected readily without the need for an easement and is considered the best alternative for this location. 2003 -008 FR.doc 22 HWA GEOSCIENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 Detailed design parameters for a cantilever soldier pile wall along 1 -5 are shown on Figure 5A, Earth Pressure Diagram. Since the wall will be parallel to and in proximity to the freeway, loading conditions on the wall, as might be envisioned by WSDOT for future freeway widening, should be included in active earth pressure calculations. The minimum recommended embedment depths of the soldier piles should be 1.5 times the height of the wall. The WSDOT geotechnical design manual (GDM) stipulates that all critical transportation structures shall be designed based on a seismic event with a risk level of 2 percent Probability of Exceedance (PE) in 50 years. Accordingly, this condition requires that the peak ground acceleration (PGA) at the Bow Lake site be taken as 0.61g, which is very high. Non - critical structures, however, shall be designed based on 10 percent PE in 50 years. In our opinion, the proposed cut wall is considered a non - critical structure in regards to both the transfer station and the I -5 roadway. Therefore, it is our opinion that the wall along I -5 at this site should be designed for a PGA of 1/2 of 0.32g, which is the maximum bedrock acceleration for this site with a 10 percent PE in 50 years. With reference to the WSDOT GDM, Table 6 -3, the site amplification factor for the bedrock PGA should be taken as 1, since dense glacial deposits should be considered as Site Class C. As the foundation soil below the excavation level consists of dense glacial deposits (generally outwash sand), the factor of safety for global slope instability below the base of the wall is much higher than the required minimum static value of 1.5. The vertical bearing capacity at the tip of the piles will be much larger than the vertical load imposed by the retaining wall system. Therefore, the load bearing capacity of the soldier piles comprising the wall is not an issue at this wall location, provided that the piles are installed properly. Drill holes (shafts) that are commonly employed for setting of the soldier piles are expected to experience caving since the area is underlain by outwash sand that may, in part, be below the localized ground water table. The drilled shafts or holes which will receive the soldier piles should, therefore, be either cased or filled with chemical drilling mud to prevent sloughing or caving. Concrete pours should be tremied after a soldier pile is lowered into the hole. Southern portions of the wall along I -5 will encounter ground water within the excavation for the new roadway subgrade. The wall should, therefore, be constructed with a drainage composite mat between soldier piles to relieve any seepage pressures behind it. The seepage generated from perched water as we observed in TP -6 should be collected at the base of the entire I -5 wall by installing a gravel trench with drain outlets off to the east. We found no ground water along the north end despite the fact that the subsurface soil is mainly outwash deposits, which should conduct the seepage water as good as the south end. We suspect that the wet area might have formed or been contributed to from the 1 -5 stone drainage discharge system. Contaminated water needs to be discharged to the sanitary sewer system for treatment. Alternatively, to avoid 2003 -008 FR.doc 23 HWA GEOSCIENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 the sanitary sewer connections, we recommend that all refuse behind the proposed wall be dug out to expose clean soils. Although wall drainage is recommended for the entire length of wall, parts of the proposed access road subgrade at the toe of the wall are still expected to be wet, due to perched ground water seepage that could pass beneath the wall drain. Therefore, we recommend that the native subgrade soils be drained with two longitudinal drains extending approximately beneath the centers of the travel lanes. Each drain should consist of an 18 -inch deep trench lined with geotextile fabric, with a 4 -inch perforated pipe at the bottom, and backfilled with drain rock. At least 6 inches of drain rock should envelope the drain pipes, and the pipes should be connected to drainage outlets periodically along their length to remove seepage water from the subgrade area and preserve its load carrying capacity. The contractor should be cautioned that the subgrade should be protected from disturbance at all times due to traffic loading from heavy construction equipment during the course of construction, particularly during times of wet weather conditions, and prior to construction of the full pavement section and implementation of the subgrade drainage system. The subgrade soils are sensitive to moisture and could become readily disturbed under the action of heavy hauling equipment. In this condition, the contractor should be responsible for provision of sufficient temporary road grading materials to adequately protect the subgrade from disturbance. If the contractor disturbs the subgrade, he should be held responsible for sub - excavation and replacement with sufficient structural fill to support the design pavement section. 4.7 RETAINING WALLS ALONG THE NORTH PERIMETER ROAD (WALLS C AND D) Embankment fills will be required along the north perimeter road where the existing fill slopes are as steep as 1I-I:1 V; e.g. on the WSDOT parcel. The WSDOT parcel area is mostly underlain by Burn Fill over native glacial soils. Our slope stability analyses indicate that any new road fill built on the Burn Fill slope will be unstable and that a retaining structure is needed to support the proposed road fill safely. These retaining walls could be built as a gravity wall on geopiers (Figure 5B); however, the geopier installation would cause much disturbance to the slopes in this area. Therefore, we recommend that soldier pile walls, as shown on Figure 5C, be built to retain the access road fill with minor disturbance to the slopes. 4.8 RETAINING WALL AT TRAILER PARKING Considerable refuse exists under the proposed retaining wall location west of the trailer parking area; especially in the southern half where the refuse was found to depths of between 20 and 25 feet. In addition, the refuse thickness varies significantly over the length of the wall. The current ground is at approximate EL 247 feet and the proposed trailer parking will be at EL 248 to 250 feet. The wall will retain up to 20 feet of backfill to support an access driveway, bus parking and recycle yard at EL 266 feet, The 20 feet of backfill placed over refuse presents considerable engineering challenges due to the anticipated large induced settlements, as 2003 -008 FR.doc 24 HWA GEOSCJENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 discussed in Section 4.4. The total settlement is calculated to be 4 feet in 50 years although the actual magnitude would be expected to be somewhat less. Our experience suggests that the actual settlement would likely vary from about 1 to 3 feet. Preloading the entire area would reduce the post construction settlement down to a manageable level; likely good enough to build gravity walls. The preload thickness should be at least 10 feet plus anticipated settlement (2 feet). The preload should be, left in place 3 to 6 months depending upon the actual measured field performance. The preload purpose is to realize at least the primary consolidation settlement under the weight of the preload prior to removal for wall construction. 4.8.1 Mechanically Stabilized Earth (MSE) Walls MSE retaining walls are often a cost - effective method for support of fill embankments. However, design of such a wall system must be based on refuse conditions and applicable geotechnical parameters. Pre -cast concrete members (panels or blocks) are widely used as facing elements. Principal advantages of MSE walls include relatively low unit cost and tolerance of relatively large differential settlements. Aesthetics, however, are somewhat compromised by visual evidence of differential settlement effects being readily apparent, and this should be taken into consideration with respect to wall selection decisions. Reinforced soil retaining walls consist of alternating layers of backfill soil and reinforcing material with facing elements. Commonly used reinforcing elements include steel strips and various geosynthetic products such as geogrid and geotextile sheets. The vertical spacing of the reinforcing elements is typically on the order of 1 to 3 feet, depending on the reinforcing material specified, block or facing dimensions, and other parameters. If geosynthetic products are selected, long -term creep characteristics and other strength reduction effects should be taken into consideration in product selection. We recommend the design parameters summarized in Table 3 be used in design of MSE walls. The values shown in Table 3 assume the backfill soil and the retained soil are compacted in accordance with applicable portions of the WSDOT Standard Specifications (WSDOT, 2006). 2003 -008 FR.doe 25 HWA GEOSCIENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 Table 3. Recommended Design Parameters for MSE Walls Soil Properties Backfill Soil Retained Soil Foundation Bearing Soil Gravel Borrow' Gravel Backfill for Wallsi Gravel Borrow' Compacted Fill3 Dense Outwash Unit Weight (pci) 135 135 135 135 138 Friction Angle (degrees) 36 38 36 36 38 Cohesion (psf) 0 0 0 0 0 Allowable Bearing' Pressure (psf) 3,000 3,000 3,000 4,000 5,000 WSDOT 9 -03.14. 2 WSDOT 9- 03.12(2). 3 Medium dense weathered glacial till or properly compacted structural fill. 4 For transient loading, the allowable bearing pressure should be increased by one-third. MSE walls should be designed for a minimum factor of safety of 1.5 with respect to sliding and pullout of reinforcing elements, and 2.0 against over - turning. Global slope stability of the wall system should provide for a minimum static factor of safety of 1.5. The seismic global stability factor of safety should be at least 1.1. If proprietary wall systems are used, the wall supplier is responsible to design the wall for adequate internal stability. However, we recommend that proprietary wall system designs be reviewed by a qualified geotechnical engineer, to verify that valid assumptions were made relative to material properties and other factors. The wall construction should be supervised by a geotechnical engineer. If the walls will be subjected to the influence of surcharge loading (for example, traffic loading), within a horizontal distance equal to the height of the wall, the walls should be designed for the additional horizontal pressureusing an appropriate design method. A common practice is to assume a surcharge loading equivalent to 2 feet of additional fill to simulate traffic loading; we consider this method appropriate for typical situations. Where large surcharge loads such as from heavy trucks, cranes, or other construction equipment are anticipated in close proximity to the retaining walls, the walls should also be designed to accommodate the additional lateral pressures resulting from these concentrated loads. 2063 -008 FRdoc 26 FIWA GEOSCIENCBS INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 4.8.1.1 MSE Wall on Geogrid Foundation after Total Removal of Refuse For this condition, the refuse encountered under the areas of the retaining wall should be totally removed to expose glacial outwash. Structural fill (per the recommendations in Section 4.19) should then be placed with a geogrid layer ( Miragrid 7T; Tensar UX1100HS; or equivalent, having a long -term tensile strength of at least 1,000 Ibs/ft) at every 24 inches vertically, with the final layer at 2 feet below the ground surface. The reason for using geogrid for the structural fill is to limit the widths of the excavation such that the refuse excavation and disposal can be reduced. We estimate that the width of the bottom geogrid foundation base, as shown on Figure 5D, should be a minimum 40 feet. The geogrid- reinforced MSE wall with concrete block facing can be constructed on the top of the geogrid foundation fill. The geogrid should be installed at every 12 to 18 inches below the top of the wall. Settlement of this wall should be very minimal; however, the area underlain by the refuse will settle and create random surface irregularities. The geogrid for the wall should have a minimum long -term tensile strength of 2,000 lbs /ft. Miragrid 8XT, Tensar UX1500HS, or equivalent product listed on the WSDOT Qualified Product List (QPL), should be used. This option provides stable support for the upper areas although the cost for refuse removal is somewhat high. Differential settlement between the wall backfill and the remaining area underlain by refuse will be visible during the lifetime of the structure. We did not encounter ground water in our test borings in the vicinity of the proposed wall, although the contractor should always provide sump pumps for such a potential occurrence. 4.8.1.2 MSE Wall on Geopiers As an alternative to over- excavation and refuse fill replacement, the wall foundation area can be treated with compacted aggregate columns; proprietarily named Geopiers. The aggregate colurnns can be installed by drilling out refuse, then filling and compacting aggregate into the open holes, as schematically illustrated in Figure 5E. Our conceptual design of Geopier treatment indicates that 400 columns up to 25 feet in depth will be required under the gravity wall. The depths of the piers will vary from one location to another and the payment should be contracted on a per foot installation basis regardless of the volume of aggregate used in the holes. The actual drill hole diameter will be approximately 30 inches and the actual compacted column diameters will be enlarged depending on the compressibility of the refuse. MSE walls with Lock - Blocks or Keystone modular units can be built above the columns. However, the rock columns should be capped with a 5 -foot thick granular mat prior to building a gravity wall to provide for suitable load transfer to the columns. One drawback to the system is that when the refuse around the Geopier columns settles, the columns will tend to deform, but settlements that might accompany such deformations will be to a much lesser degree than compared to the situation with walls built on untreated refuse, The conceptual design details are shown on Figure 5E. 2003 -008 FR.doc 27 HWA GEOSCreNCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No 2003 -008 4.8.2 Soldier Pile Retaining Wall Options 4.8.2.1 Soldier Pile Retaining Wall with Deadman Anchors One classical solution for retaining wall construction is to build a 'soldier pile wall with deadman anchors to support up to a 20 -foot height of backfill. The design earth pressure diagram for this system is presented in Figure 5F. The area to receive the wall system should be filled with soil up to proposed design level above the wall plus a few feet to allow for the expected short -term settlements. The fill should be in place at least 3 months so that the refuse in the proposed trailer parking area consolidates at the proposed toe of the wall. Then, soldier piles can be constructed by conventional drilling methods through the fill and refuse, followed by excavation down to the trailer parking level. Timber lagging should be installed between the soldier piles, which should be spaced at 6 to 8 feet on center, as the excavation proceeds. The temporary timber lagging should be designed using one -half the design lateral earth pressure, as calculated in Figure 5F. One extra layer of lagging should be extended below the excavation side or at the ground line. The tie -rods between soldier piles and deadman anchors will be vulnerable to stressing induced by long -term backfill settlement behind the wall. The anchor rod is often made of a high strength steel with a high carbon content, which makes the rods brittle. This type of steel can easily break due to bending and stress - corrosion effects. Rod connections at the pile face should, therefore, be protected with slotted polystyrene blocks (geofoam) to allow fill settlement around each rod without building up excessive stress on the rod. The slotted blocks will enclose the rods, but will still allow the rods to move within the slot as the fill settles. The block heights should be 2 feet when area is preloaded. The rods should be protected from corrosion. 4.8.2.2 Independent Geogrid Wall Behind the Soldier Piles The deadman anchor system can be entirely eliminated if a geogrid wall, as illustrated in Figure 50, is built behind the soldier pile wall and the geogrid independently supports the fill, such that the long -term settlement will also occur independently behind the wall. The soldier pile wall face provides protection to the geogrid -faced wall standing behind. A potential problem of this independent wall configuration is that the wall might lean against the soldier pile wall and apply lateral load, should it tilt due to differential settlement of the refuse. 4.8.2.3 Independent Geofoam Backfill Behind the Soldier Piles Another option is to build the wall with geofoam, as illustrated in Figure 5H, by stacking blocks immediately behind the soldier pile wall to reduce the backfill weight on the refuse. In this case, the soldier pile wall also acts as facing for the geofoam and also provides stability to the geofoam wall in the event of earthquake or other temporary lateral movements. The top of the geofoam 2003 -008 FR.doc 28 HWA GEOSCIENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 should be covered with a membrane to protect the blocks from accidental fuel spill, and should be covered with a granular mat to support pavement or landscape fill. 4.9 REFUSE SETTLEMENT NEAR THE TRANSFER TRAILER YARD WALL Based on our review of available geotechnical information, the proposed transfer trailer yard is underlain by up to about 15 feet of landfill refuse, over dense glacial deposits. Current development plans call for the transfer trailer yard to be built at EL 248 to 250 feet and the recycling yards, access drive and bus parking at EL 266 feet and 270 feet, respectively. Due to backfill placement of up to 20 feet in height, significant settlement is anticipated if the recycling area is not treated with a preload. As discussed above, the load exerted by the backfill will generate significant settlement at the bus parking and recycling yard. The backfill load at the top of the fill supported by the retaining wall will settle up to 3 feet or so over the next 50 years and the anticipated settlements will not be uniform along the wall. The transfer trailer yard, 20 feet lower than the top of the retained fill, will settle without additional fill due to long -term secondary settlement and biodegradation effects. The ground will settle concurrently as the 20 -foot thick backfill settles by compression of the refuse. The range of these settlement estimates will vary, because of varying thickness of the refuse layer or layers and the inconsistent characteristics of MSW, but it will be at least 1/3 of the backfill settlement, or an estimated 0.5 to 1 foot near the wall, and will diminish away from the wall gradually. If it is not treated with preload, the area will be affected gradually by differential settlements which could cause cracks in concrete trailer landing pads or pavements, and even alter surface drainage on the parking lot. To minimize the expected settlement, the entire area should be preloaded with 12 feet of fill. The fill should be left there at least 3 months and should be monitored in accordance with Section 4.5.2 of this report. 4.10 EXISTING FOUNDATIONS Walls at the existing transfer station are mostly supported on spread footings. In some places, however, they are supported on timber piles. The east tipping area slabs settled about 12 inches and were repaired structurally in the mid- 1980's to rectify settlement problems. HWA conducted a settlement investigation at the southeast column vicinity and reported that the timber foundation piles were driven into the compacted fill above the refuse, but had not penetrated into the native glacial deposits below. Accordingly, steel piles were installed to underpin the damaged structures by drilling through the dense fill to gain support on the competent native deposits below. Existing foundation concrete and pile locations should be identified and should be noted in the plans such that the known objects can be removed for the upper 7 feet during new construction. Trailer parking pads constructed over the existing foundations without near - surface foundation removal will suffer from acute differential settlements over the life time of the new facility. 2003 -008 FR.doc 29 HWA GEOSCIENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 H'WA Project No. 2003 -008 4.11 SOUTH SCALE FACILITY The fill and refuge thicknesses in the south scale area varied in the explorations from zero at the west end to about 18 feet at the northeast. The south scale facility will be built at EL 268 feet by adding up to about 12 feet of fill. Preloading for the new foundations is not recommended at this location due to scale sensitivity to settlement, as the refuse thicknesses vary significantly from east to west. However, preloading outside of the scale facility is recommended to reduce the differential settlement that would otherwise occur in the surrounding graded area. Since the greatest depth to bottom of refuse is 18 feet, we anticipate that total replacement with structural fill may be feasible by digging out portions of the scale facility site. The excavation should expose the native glacial outwash as deep as approximately EL 239 feet at the east, and only a couple of feet at the west edge of the existing perimeter road. The excavation depth and bearing conditions of the base should be inspected by a geotechnical engineer at the time of excavation. The contractor should excavate the bottom flat or in benches such that fill can be placed in horizontal lifts with no significant inclination. The side slopes should be a maximum of 1.5 H:1V and the footprint of the excavated hole should be extended beyond the edge of the scale facility by a distance equivalent to the depth of the excavation. As indicated by current and previous explorations, and as depicted on Figure 3B, the refuse — glacial soil contact is relatively flat eastward from the proposed scale facility. We anticipate that there will be no significant ground water during the excavation, although contractors should always be prepared to pump out potential surface water accumulations or any perched ground water seepage into the excavation; though the latter was not discovered by our explorations. The placement of structural fill over the sloped excavation sidewalls will cause settlement of the underlying.refuse, and result in differential settlement of pavement and utilities near the scale facility. This could be mitigated somewhat by preloading the adjoining areas, per the recommendations in Sections 4.4 and 4.5. The scale facility foundation should be designed based on an allowable bearing capacity of 4,000 psf for a suitably prepared structural fill supported on native glacial deposits. Under this design loading; the estimated total settlement will be approximately 1/2 inch. Differential settlement will be approximately 1/4 inch. 4.12 NORTH SCALE FACILITY Current elevations at the proposed north scale location range from approximately 282 to 300 feet and the facility will be built at EL 270 feet. Therefore, the subgrade soil at proposed grades has been surcharged in the past by at least 13 feet of overburden pressure; or about 1,500 psf. Conventional spread footings can, therefore, be used to support the structures in the area by using an allowable bearing pressure of 1,500 psf for design. The scale facility area should be over - excavated by another two feet from the foundation level and backfilled with granular structural fill to provide a suitable foundation working surface. Any 2003 -008 FR.doc 30 HWA GEOSC1ENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 soft or yielding materials exposed in the over - excavation should be additionally dug out before backfilling with structural fill conforming to the requirements of Section 4.19 of this report. 4.13 FUTURE PROCESSING FACILITY The proposed Future Processing Facility (such as for Household Hazardous Waste) is located in a steeply sloping area underlain by extensive refuse (31 feet at borehole B -209), and would require up to 23 feet of fill to match the grade (EL 248 feet) of the adjacent perimeter road. Driven steel piles should be used in the area to support the facility per Section 4.20 of this report. Structures to be located within the Future Processing Facility area may need batter piles to counteract possible lateral shifting of refuse on the slope. When detailed plans and locations are known, additional borings may be necessary to define thick refuse deposits on sloping ground. 4.14 NEW TRANSFER / TSO BUILDING 4.14.1 Foundations Based on the new topographic survey plan by DHA, soil at the proposed footprint elevations for the new Transfer / Transfer Station Operator (TSO) Building has received surcharge loads ranging from about 13 to 59 feet of fill due to the stockpiling undertaken in this area in the past by WSDOT. Therefore, the foundation soils have been preloaded such that conventional spread footings can be used to support the building. Based on proposed floor elevations of 248 feet for the compactor pit and yard waste bay, 270 feet for the commercial tipping floor, and 273 feet for the self -haul tipping floor, foundations will be placed either on native glacial material or on Burn Fill. For example, at BH -3 (HWA, 2003), Burn Fill about 8 feet thick will remain after excavation to the final design grade, increasing to about 20 feet thick in the vicinity of B -230. The allowable bearing pressures of footings should be determined based on the effective preloading applied by the thickness of fill removed. Where the detailed survey and building location reveal that some areas were not preloaded, or not to a sufficient degree, these portions of the building should be supported either by piles or structural fill built on the competent native soils lying beneath. Alternatively, the area should be preloaded additionally by adding a minimum of 15 feet of surcharge fill to remain in place and be monitored at least 3 to 6 months. All foundation areas including floor slabs should be over - excavated by 2 feet and then replaced by clean structural fill to provide a working pad that will not deteriorate during wet weather and site conditions. Alternatively, the foundation subgrade can be over - excavated and replaced with 15 inches of crushed rock over geotextile fabric, as described in section 4.14.8. Foundations on Native Glacial Materials: Structures located on medium dense to dense native glacial materials should be founded on shallow pad and strip footings designed for allowable bearing pressures of 5,000 psf, subject to minimum dimensions of 3 feet and 1.5 feet for pad and strip footings, respectively. External footings should be placed at least 1.5 feet below final adjoining ground surface for frost protection. 2003 -008 FR.doc 31 HWA GEOSCIENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 Foundations on Burn Fill Material where at least 13 feet of Fill is to be Removed: Structures located on Burn Fill, where at least 10 feet of overlying fill (preload) is to be removed, may be founded on shallow pad and strip footings. The footings should be supported on a 2 -foot thick pad of compacted structural fill, or 15 inches of crushed rock on geotextile fabric, placed over the excavated Burn Fill surface. The footings should be designed for an allowable bearing pressure of 1,500 psf, subject to minimum dimensions of 3 feet and 1.5 feet for pad and strip footings, respectively. External footings should be placed at least 1.5 feet below final ground for frost protection. We understand that the east wall of the new Transfer/ TSO Building will be founded at a level at least 20 feet below that of the current ground elevations along this wall. Accordingly, if that much surcharge is removed from the Burn Fill underlying the east wall alignment, footings supporting the wall and /or columns along this line may be designed for an allowable bearing pressure of 3,000 psf. Foundations on Burn Fill Material where less than lO feet of Fill is to be Removed: Based on the survey plan furnished to us, there are no areas of the transfer building that support existing fill less than 10 feet thick. If such areas exist, however, foundation preparation would consist of excavation and.replacement of Burn Fill with structural fill, or supporting the building on piles. The yard waste bay area and the entire south east corner area need total replacement, due to the presence of compressible refuse beneath Burn Fill. Based on the depth of refuse encountered in borehole B -229, the total depth of over- excavation is expected to be on the order of 14.5 feet below the floor level; e.g. to EL 234 feet. This over- excavation should be conducted under a geotechnical engineer's supervision during construction. Because the boundaries of different subsurface conditions beneath the footprint of the Transfer / TSO Building, as described above, are not well defined from our investigation, we recommend that consideration be given to designing the foundations for the westerly portion of the building to be supported on native glacial soils. This may entail extending foundation excavations to greater depths progressively to the east. The eastern portion foundations should be designed to be supported on Burn Fill at a reduced bearing pressure. Because it is normally undesirable to support structures on different foundation systems or on the same system designed to different pressures, it is recommended that the foundations be proportioned and laid out in such a fashion that a structural joint or similar structural discontinuity can be incorporated in the building to isolate the parts that are supported differently. Doing so will reduce differential settlement effects Differential settlement of footings designed to similar conditions as recommended above is not expected to exceed 1 -inch over 90 feet. 2003 -008 PR.doc 32 HWA GEGSc1ENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No, 2003 -008 4.14.2 Concrete Retaining Walls Retaining walls which can move laterally or rotate sufficiently to develop minimum active and/or maximum passive earth pressures are referred to as yielding walls. The dynamic lateral earth pressures acting on yielding walls are typically estimated by a pseudostatic procedure known as the Mononobe -Okabe (M -O) method. In an M -O analysis, pseudostatic accelerations are integrated into the Coulomb earth pressure equations. Based on USGS Seismic Hazard Maps, we recommend the peak ground acceleration (PGA) of 0.32 g should be used for the project site, consistent with an earthquake event with a 10 percent PE in 50 years. Pseudostatic coefficient k,, used for the calculation of lateral earth pressures should be taken as one -half of the PGA, or 0.16g for yielding wall conditions. Retaining walls such as the pit walls, braced at both the top and bottom, do not move sufficiently to mobilize the shear strength of the backfill. These walls are referred to as unyielding walls or rigid walls. The increase in dynamic lateral earth pressure acting on an unyielding wall can be estimated by Wood's method with the equation; 4Peq= yH 1k,, /g, where is one (1.0) times PGA (i.e. 0.32g), based on Wood's research. The parameter y is the unit weight of the retained soils. The recommended pseudostatic coefficient kh used for unyielding walls varies significantly between many agencies and geotechnical engineers. By comparison, the WSDOT GDM uses k,, =1.5 PGA, and the AASHTO manual recommends one (1.0) times PGA. In our opinion, the proposed walls will be somewhat less rigid than the theoretical perfectly rigid case and, therefore, we recotrunend pseudostatic coefficient k,, used for the calculation of lateral earth pressures should be taken as one -half (0.5) of the PGA. For both yielding and unyielding walls, that are not provided with positive drainage systems at their base, the water pressure should be added for the wall design. We estimate an approximate dynamic water pressure acting on any walls during an earthquake will equal the static water pressure times 1.5. Note, however, that all walls designed for this project should include a drainage system to prevent water build -up behind the wall, and exclude any hydrodynamic effects. Hence, this design requirement should only be applied to the retention tanks and other similar structures where wall drainage is not feasible. 4.14.3 Lateral Earth Pressures Acting on Yielding Concrete Retaining Walls We consider cantilever walls to be generally the most feasible type of retaining walls for the proposed Transfer / TSO Building. The lateral earth pressures against these retaining walls depend upon the inclination of the back - slope, degree of wall restraint, type of backfill, method of backfill placement, degree of backfill compaction, drainage provisions, and magnitude and location of any surcharge Loads. When retaining walls are unrestrained, or free to rotate at the top, the active earth pressure should be used in design. 2003 -005 FR.doc 33 HWA GEOSCFnNCES Iris. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 Design parameters are provided in Table 4, and include parameters for sloping grades at the top of the wall, and the presence of dense, corripacted, granular fill behind the wall. The design parameters presented in the table are .based on the assumption that open cut excavations will be used to facilitate construction of the concrete retaining walls. As such, the design lateral pressure is highly dependent on the characteristics of the backfill material, and less on the in -situ soil conditions. The active lateral earth pressures recommended in the table were determined assuming a backfill material with a friction angle of 36 degrees, zero cohesion, and a unit weight of 13.5 pcf. Table 4. Yielding Retaining Wall Design Lateral Earth Pressures Using the Mononobe -Okabe Seismic Approach * Loading Conditions Without Ground Water Equivalent Fluid Density for Active Earth Pressures (Earthquake Condition) Equivalent Fluid Density for Passive Earth Pressures (Earthquake Condition) Level Backslope Ascending Backslope (2H:1V) Level at Toe Static loading Dense Granular Compacted Backfill' + Earthquake Loading' 35 pcf + (6.5H) (psf) 50 pcf + (24H) (Ps) 350 pcf (10 percent reduction) Notes: 'Resultant force for static loading is applied at 0.33 *H 2 Resultant force for earthquake loading is applied at 0.5 *H For area surcharge loads, we recommend adding a lateral earth pressure equal to 0.26 times the uniform load for static and 0.13 times the uniform load for dynamic loading conditions. Point or small area loads should be evaluated individually and can be converted into an equivalent uniform loading. Live loads are normally ignored in seismic analyses for wall design. 4.14.4 Lateral Earth Pressures Acting on Restrained (unyielding) Concrete Retaining Walls Buried walls of structures such asthe stormwater and sanitary sewer vaults, or walls where the top is restrained from moving, should be designed for an equivalent fluid pressure of 55 pounds per • cubic foot (pcf) above the design ground water elevation and 90 pcf below the design ground 2003.008 FR.doe 34 HWA. GEOSCTENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 water elevation. For earthquake loading conditions, the unifonn lateral pressure should be added to the static pressure as shown in Table 5. Table 5. Equivalent Fluid Density for Design of Unyielding Walls Using Wood's Seismic Approach, but Converted to a Uniform Load for Simplicity of Structural Calculations Loading Conditions Without Ground Water Equivalent Fluid Density for At Rest Earth Pressures (Earthquake Condition) Equivalent Fluid Density for Passive Earth Pressures (Earthquake Condition) Static Loading, Dense Granular Compacted Backfill' + Earthquake Loading? 55 pcf + (20H) (ps, f) 350 pcf (10 percent reduction) Static Loading for Surcharge + Earthquake Loading) 0.41 *Surcharge + 0.16 *Surcharge loading Notes: ' Resultant force for static loading is applied at 0.33H 'Resultant force for earthquake loading is applied at 0.5H The above recommendations regarding at -rest earth pressures assume the backfill behind the subsurface walls will consist of properly compacted structural fill, a horizontal ground surface adjacent to the structure, and no adjacent surcharge loads. If the below -grade structures or walls will be subjected to the influence of surcharge loading within a horizontal distance equal to or less than the height of the walls, the walls should be designed for the additional horizontal pressure. Point or small area loads should be evaluated individually and can be converted into an equivalent uniform loading. Live loads are normally ignored for the seismic analyses for the wall design. The values given above assume that the backfill around the wall structure consists of compacted structural fill and that the foundations extend at least 18 inches below the lowest adjacent grade. 4.14.5 Passive Earth Pressures The passive pressure at the toe of any retaining walls should not be considered in evaluating resistance to lateral loading unless the backfill at the toe of the wall is carefully placed and 2003 -008 FR.doc 35 1-tWA GEOSC1ENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 adequately compacted or confined by floor slabs or pavement. If the designer is unsure whether the soil will be densely compacted, it is best to ignore the passive resistance provided by soils at the toe. Where the toe of the wall is cast directly against undisturbed glacial soils or properly compacted fill materials, lateral loads may be evaluated in design using passive pressures, based on the equivalent fluid density values tabulated in Tables 4 and 5. The passive earth pressure values listed in each table incorporate a factor of safety of approximately 1.5. Passive earth pressures in backfill should be estimated using an equivalent fluid pressure of 350 pcf above the design water table and 180 pcf (includes hydrostatic fluid pressure) below the design water table. For the earthquake loading condition, the passive earth pressure should be reduced by 10 percent. A horizontal distance of B should be maintained between the outside edge of the retaining wall footing and its nearest approach to any slope face, where B is the wall footing width or 7 feet, whichever is greater. 4.14.6 Base Friction Under Foundations A sliding coefficient of 0.42 may be used for determining friction at the base of footings. An appropriate factor of safety of at least 1.5 and 1.1 for static and seismic loading conditions, respectively, should be used to compute sliding resistance. Base friction should not be considered beneath pile supported structures. 4.14.7 Compaction of Wall Backfill Only small hand operated equipment should be used within 3 feet of the wall. Compaction of the wall backfill should be conducted using a small mechanical roller with a drum diameter no greater than 1.5 feet. Each lift should be no greater than 6 inches in compacted thickness, and should be level and uniform. All backfill materials should be free draining granular fill. 4.14.8 Allowable Bearing Pressures for Retaining Wall with Shallow Foundation For use in design of concrete footings for support of retaining walls, an allowable bearing pressure of 4,000 psf is recommended for spread footings bearing on compacted structural fill placed on the native ground, as indicated in Table 6. For wall foundations bearing directly on dense, undisturbed, glacial materials, an allowable bearing pressure of 5,000 psf may be utilized. If the foundation influence area is underlain by Bum Fill that has been preloaded with at least 10 feet thickness of soil surcharge, an allowable bearing pressure of 1,500 psf should be used. 2003 -008 PR,doc 36 HWA GEOSCIENGES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 Table 6. Allowable Bearing Capacities Foundation Soil Conditions (With no refuse below any footings) Allowable Bearing Pressure (PSF) With FS -3 Min, footing widths = 1.5' strip or 3'sq. footings. For seismic loading, increase by 1/3 Potential Area of Application 10 feet minimum preloading at WSDOT site with 15 inch over- excavation for working pad over geotextile 1,500 New Transfer / TSO Building, or other areas with 10 feet minimum preloading 10 feet minimum preloading at WSDOT site with 15 inch over - excavation for working pad over geotextile 1,500 North Scale Facility Structural fill on native glacial deposits 4,000 South Scale Facility Maintenance Bldg. Retention Vault Glacial Deposits 5,000 Along 1-5, West side of New Transfer Building Site preparation for foundations should begin with excavation of all unsuitable materials below foundation levels. Foundation excavations should be inspected by a geotechnical engineer to determine if the depth of excavation and base preparation is sufficient. Pockets of unsuitable materials such as soft Burn Fill or refuse may be present, and should be over - excavated entirely and replaced with structural fill. For foundation areas within the WSDOT site, we recommend over - excavation of existing Burn Fill by an additional 15 inches from the foundation base level and backfilling with crushed rock underlain by geotextile to provide a suitable working pad and reduce the swelling and recompression effects of any inclusions of unburned refuse below, Any compressible refuse exposed should be dug out and replaced with structural fill under a geotechnical engineer's supervision. All loose or soft areas that exhibit yielding should be replaced with structural fill materials, and compacted to a dense and unyielding condition. 2003.008 FR.doc 37 HWA GEOSCIENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale • August 28; 2008 HWA Project No. 2003 -008 4.15 MAINTENANCE BUILDING Since IvISW was found in boring B -229 at the northwest comer, and farther east at test pit TP -11, we anticipate that refuse underlies approximately half of the proposed building footprint. We recommend that total refuse replacement be conducted by digging out the refuse and replacing with structural fill in accordance with Sections 4.18 and 4.19 of this report. We expect the total replacement will be a minimum of 13 feet below the finish grade at EL 248.5 feet. The Maintenance Building foundation should be designed based on an allowable bearing capacity of 4,000 psf on structural fill as prepared per Section 4.19. 4.16 STORMWATER DETENTION VAULTS AND WASTEWATER HOLDING TANK Two stormwater detention vaults will be constructed at about EL 235 feet, which is 13.5 feet below the proposed finished grade, in the trailer maneuvering area. Refuse was found at the foundation level (see test pit TP -11 and Figure 30), and needs to be dug out and replaced with structural fill in accordance with removal of unsuitable materials as described in Sections 4.18 and 4.19. The excavation should expose the native glacial outwash, encountered at EL 221 feet in test pit TP -11 just east of the proposed east end of the vault. No ground water seepage was noted in test pit TP -11, though perched ground water was encountered at EL 252 feet in borehole B -234. The walls should be designed on the basis of the lateral earth pressures provided in Table 5 of Section 4.14,4 of this report. Refuse around the stormwater detention vault will settle, whereas, the vault itself supported on native soil and structural fill will settle very little. If the structure is covered, a surficial bump will be generated above the structure over the years, and surrounding area will need to be leveled periodically. The wastewater holding tank will be constructed within the transfer trailer yard, within and above compressible refuse. Preloading of this area would reduce differential and total settlement of refuse beneath the tank and sanitary sewer pipelines. 4.17 EARTH WORK AT THE EXISTING TRANSFER STATION We anticipate that all existing transfer station structures will be demolished to accommodate the riew trailer parking area and other facilities. All existing foundations for these structures, where future differential settlement effects would be objectionable, should be removed in the upper 7 feet below proposed final subgrade. This process is necessary to reduce the anticipated differential settlement which would occur between yielding ground and non - yielding foundations, and which would result in surficial bumps in the trailer parking area. It appears that the dump pit at the center of the existing building and the bottom portions of the trailer loading ramp are not underlain by refuse, based on previous borings. This area also has the potential of generating surficial bumps or differential settlements with surrounding refuse areas. It is rather difficult to mitigate these differential settlements because the locations of the 2003 -008 FR.doc 38 HWA GBOSCIBNCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 refuse boundaries are not well defined. Preloading the entire area will reduce the differential settlement effects and the height of surficial bumps during service life of the facility. 4.18 OVER- EXCAVATION OF REFUSE OR UNSUITABLE SOILS 4.18.1 Geotechnical Considerations and Temporary Cut Slopes The total replacement of refuse requires separation of the clean soils situated above the refuse so that disposal volumes can be minimized. The excavation bottoms should be inspected by a geotechnical engineer at the time of excavation. The limit of all excavations should be extended laterally at base level to distances equivalent to the depth of the excavation for the replacement fill. Following removal of the refuse or fill, the excavated areas should be backfilled with structural fill as specified in Section 4.19. Temporary excavation side slopes should be inclined in compliance with the regulations outlined in Chapter 296 -155 WAC, Safety Standards for Construction Work, Part N, Excavation, Trenching, and Shoring. Per the soil classifications outlined in Appendix A, of WAC 296 -155- 66401, we consider that the characteristics of the deposits on site are such that the appropriate temporary slope requirements are as follows: o Refuse- 1H:1V o Bute Fill - 1.5H: IV • WSDOT fill - 1.5H: 1V o Glacial Deposits - l H:1 V However, the stability of excavation slopes can be detrimentally influenced by ground water seepage and precipitation runoff. Accordingly, the contractors should be prepared to protect slopes from these adverse effects and/or flatten them as necessary to maintain stable and safe conditions for workmen. If slopes cannot be flattened sufficiently to provide for stable conditions, the contractor should provide suitably designed shoring for slope support. 4.18.2 Environmental Considerations Based on the findings of this study, soils and waste excavated for site improvements are likely to contain elevated concentrations of TPH, VOCs, and metals. The recommendations presented in Section 8.0 of the Environmental Site Investigation (HWA, July 2007) should be followed in design and construction. 2003 -008 FR.doc 39 HWA GEOSC1ENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 4.19 EARTHWORK AND COMPACTION The surface areas to receive fill should be densified as much as possible by compacting with a heavy roller and, where placed on slopes, the sloping surfaces require benching and proof rolling prior to receiving any fill. When slopes are gentle, a wide bench cut. with a bulldozer will be sufficient, but where the slopes are steep much narrower benches will need to be cut by using small equipment. Compaction should be made in horizontal lifts with no visible inclination. Except within narrow confines, fill should be compacted with self - propelled heavy rollers. 4.19.1 Reuse of On -Site Materials WSDOT Parcel Granular Fill -- This material is relatively dry (moist), and should be able to be compacted to around 90 percent of Modified Proctor maximum dry density. It can be used for the eastern slope road fill, in parking areas, and as preload fill. WSDOT Clay & Silt .Fill -- This fill is about 5 to 10 feet below the present surface (top of fill stockpile), and was from 15 to 20 feet thick in our borings. This material has a high moisture content and will be difficult to dry out for use as structural fill in wet weather or in wet site conditions. This material, if placed as fill on theslope, would be prone to.sliding. The wet soil would make earthwork difficult and messy and, therefore, a likely source of construction claims. Accordingly, we recommend that it not be reused as fill, and be hauled off site. Burn Fill -- This material has an adequate content of granular materials, the moisture content appears to be suitable, and should be able to be compacted properly. However, due to the petroleum and heavy metal contamination, it is our understanding that any excavated soil of this nature needs to be hauled to a landfill. Glacial Soils (outwash) -- The native soils throughout the site consist of clean sand to silty sand or sandy silt. They are suitable for use as structural fill under mass grading situations where a large compactor can be used. The moisture should be conditioned to be the optimum for the adequate compaction. 4.19.2 Import Structural Fill Import structural fill should be used to raise site grades, placed directly under structures for support, or used as backfill for below -grade structures such as vaults, catch basins or pipes. For mass grading, on -site glacial soils can also be used. Imported structural fill should consist of clean, non - plastic, free- draining, sand and gravel free from organic matter or other deleterious materials. Such materials should contain particles of less than 4 inches maximum dimension, with less than 5 percent fines, which are non - plastic. Suggested gradation limits for structural fill material is as follows: 2003 -008 r•R.dac 40 HWA GEOSCIENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 Sieve Size 4" square 2" square U.S. No. 4 U.S. No. 40 U.S. No. 200 Percent Passing 100 75 -100 50 -80 30 max. 5 max. (3/4" fraction, non - plastic) 4.19.3 Compaction Structural fill should be placed in loose, horizontal, lifts of not more than 8 inches in compacted thickness and compacted to at least 95 percent of the maximum dry density, as determined using test method ASTM D 1557 (Modified Proctor). For pavement areas and utility trenches, structural fill more than 2 feet below subgrade should be compacted to at least 90 percent. At the time of placement, the moisture content of structural fill should be at or near optimum. The procedures required to achieve the specified minimum relative compaction depends on the size and type of compaction equipment, the number of passes, thickness of the layer being compacted, and the soil moisture- density properties. When the first fill is placed in a given area, and/or anytime the fill material changes, the area should be considered a test section. The test section should be used to establish fill placement and compaction procedures required to achieve proper compaction. The geotechnical consultant should observe placement and compaction of the test section to assist in establishing an appropriate compaction procedure, Once a placement and compaction procedure is established, the contractor's operations should be monitored and periodic density tests performed to verify that proper compaction is being achieved. Backfill compaction in any confined areas such as trenches, behind retaining walls, or within excavated confines should be performed on each layer no greater than 6 to 8 inches in thickness, depending upon the types of equipment employed. 4.20 PILE FOUNDATIONS Pile foundations can be used to penetrate refuse or loose uncontrolled fill and to transmit structural loads down to dense glacial deposits. Piles can be used wherever the preload or spread footing options become impractical. Except in some circumstances for retaining wall soldier pile elements, driven piles are the preferred alternative to drilled piles, because the auger operations will bring refuse to the surface and create safety and disposal issues. In addition, grout filling for auger cast piles could 2003 -008 FR.doc 41 HWA GEOScIENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 encounter conditions that would result in a large cement grout volume take and produce greater down drag forces on the piles than for uniform steel sections. Steel H -piles can be used to support structures in lieu of preloading or spread footings. Allowable bearing capacities are listed in Table 7 for the various H -pile sizes. Table 7. Pile Capacities HP Pile Sections (inches) Allowable Pile Capacities (Tons) 8 50 10 70 12 100 14 130 • The pile capacities make allowance for the down drag forces from consolidation of the refuse around the piles. • All piles should be driven to refusal by using a driving hammer with an energy of at least 36,000 foot pounds. • The estimated pile lengths vary from 15 feet at the east side and 50 feet at the west side of the site area. The refuse depths may vary significantly over very short distances, which would result in significant pile length variations. • To account for the variable pile lengths required, we recommend that, before ordering the production piles, six test piles should be driven in one given area to test pile penetration and determine production pile lengths accordingly. • The variations should be plotted and interpreted by a, geotechnical engineer for the final material order. Pile section thicknesses should be heavy duty t= 0.4 ", or better, to provide potential corrosion allowance. One sixteenth of an inch (0.0625 ") should be added to the pile wall thickness for corrosion provisions. 4.21 PAVEMENT SUPPORT 4.21.1 Pavement Subgrade Preparation The native glacial materials will provide a suitable subgrade for roads, but, in areas of the existing WSDOT fill /Burn Fill, the road structure should be supported on at least 15 inches of CSBC placed on geotextile over the existing fill. For paved areas lying within the limits of the preload area, the exposed subgrade material should consist of gravel borrow comprising the site grading or preload fill, and subgrade preparation should be non - problematic. However, if yielding areas are encountered especially in WSDOT fill and refuse areas, they should be sub - excavated and replaced with additional compacted structural fill until unyielding conditions are established when proof rolling with a fully loaded dump truck. This requirement may prove to be difficult to comply with due to the fact that the existing fill thicknesses over the refuse under the pavement areas are not well defined from our 2003 -008 FR,doc 42 HWA GEOSCIaNCes INC, Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 explorations. However, areas that do not meet the fill thickness requirements over refuse may suffer premature failure of the pavement structure, and other special measures may need to be adopted. • When subgrade exposed is yielding due to spongy and wet conditions in WSDOT fill or burn fill areas, the soft materials should be removed and replaced up to 40 inches with structural fill material supported on woven separation -grade geotextile possessing a minimum grab tensile strength of 315 pounds. • In areas where the subgrade is soft and yielding in refuse areas, the depth of structural fill should be increased to at least 48 inches and supported on geotextile as stated above. • For paved areas lying outside of the preload limits, subgrade preparation should begin with the removal of any vegetation and topsoil. If fill is required to raise pavement subgrade levels, we recommend it meet the gradation requirements for structural fill as provided in Section 4.19 of this report. • The subgrade should then be compacted to at least 95 percent of its Modified Proctor maximum dry density, and proof rolled. • if soft, wet, or yielding areas are identified during the proof - rolling operation, they should be evaluated on a case -by -case basis by the geotechnical engineer and a King County Solid Waste Division engineer. This is because over - excavation and replacement may not be suitable where the subgrade in question is part of the landfill cover system or WSDOT fill. 4.21.2 Pavement Section Design The design thickness of the overlying pavement and surfacing layers is dependent on design traffic and road performance requirements. Based on estimated trip generation data provided in the 2006 FMP and the project SEPA Checklist (King County, 2006), an average of 1,200 customer vehicle trips per day and 46 transfer trailer trips per day (30 tons each) and 46 empty trailers per day will occur by the year 2030. We understand that an. estimated 29 percent of the customer traffic will comprise commercial trucks, including garbage packer trucks and roll -off trucks. Pavements in the Transfer Trailer Yard and trailer maneuvering area will also need to accommodate reach - stacker forklifts, for maneuvering and stacking intermodal containers. For a 20 -year design life, and an assumed 5 percent annual traffic growth rate, the design traffic loading amounts to less than 4,600,000 ESALs (equivalent 18 -kip single axle loads), which we have assumed for design purposes. For our pavement section design, we also assumed a subgrade resilient modulus of 12,000 psi (or a CBR of about 8), for sandy landfill cover soil. 2003 -008 FR.doc 43 HWA GIEOSCIENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 Where the pavement subgrade transitions from either native glacial deposits or structural fill to landfill cover soil, or from a preloaded area to a non - preloaded area, a geogrid- reinforced sub- base layer may help reduce pavement distress due to potential differential settlements. In summary, the following pavement sections are recommended: WSDOT Fill or Burn Fill 4 " HMA over 4" ATB over 15" CSBC over Geotextile Spongy and wet areas need to be removed and replaced with structural fill materials up to 40" Refuse Area 4 " HMA over 4" ATB over 9" CSBC over 48" Gravel Borrow over Geotextile Native Glacial Deposits 4 "HMA over 4 "ATB over 9" CSBC The following is recommended for light vehicle and bus parking: 3 " HMA over 4" ATB over 8" CSBC The following is recommended for building footprints: WSDOT Fill or Burn Fill 15" CSBC over Geotextile Competent Native Soils 9" CSBC HMA = Hot mixed asphalt concrete HMA may be installed in two lifts (2 inch overlay + 2 inch HMA) ATB = Asphalt Treated Base for construction traffic CSBC— Crushed Surfacing Base Course Geotextile= Woven geotextile with a min, grab strength 315 lbs Based on the climate in Western Washington and WSDOT recommendations, the HMA mix should be made of Sup.erpave Perforinance Grade binder PG 64 -22. 4.22 SLOPE STABILITY AND CRITICAL AREA REQUIREMENTS The slopes on the eastern and southern sides of the King County Parcel were observed to be Class 2 and 3 per the City of Tukwila Municipal Code sensitiveareas designation (TMC 18.45.120 A.). The northern and eastern sides of the WSDOT Parcel were observed to be Class 2, 3, and 4. The slopes also are mapped by the City as an erosion hazard area. The 2003 -008 FR.doc 44 HWA GEoSCIENCis INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 following subsections present general observations and conclusions regarding the slopes. Detailed slope stability analyses are presented in a separate report (Final Slope Stability Report, HWA, 2008b). 4.22.1 King County Parcel No evidence of recent deep- seated sliding is evident on these slopes, and none has been documented in the past 20 years of our experience with the site. We did not observe any signs of erosion on the slopes. Some past surficial soil creep is evident on a portion of the lower slopes within the property. The cut at the slope toe (on La Pianta property) does not show evidence of sliding, and the existing buttress wall appears to have supported the toe for many years. Though not anticipated, any future sliding below the King County property should not affect the proposed development, Redevelopment of the existing transfer station will result in placement of additional fill over refuse along the east perimeter road at the crest of the landfill slope. The refuse slope will, therefore, be further consolidated by this fill and will remain stable assuming the recommendations in this report are followed in design and construction, particularly Sections 4.5 and 4.19. Buried refuse has a high shear strength with large deformations due to its interlayered and fibrous nature and, therefore, is not prone to slope failure. Proper temporary erosion and sedimentation control practices will need to be implemented during construction in order to prevent concentration of stormwater runoff onto the slopes. We understand that stormwater will be piped eastward to an appropriate discharge point on the Green River Valley floor, and the sanitary sewer will be piped along the same route to connect to an existing sewer at the valley floor. Results of a supplemental geotechnical investigation for the slope pipelines are presented in a separate report (HWA, 2008a). 4.22.2 WSDOT Parcel No evidence of deep- seated sliding is evident on these slopes; only surficial soil creep and isolated shallow sliding. Such shallow slope movement will occur periodically over time as the underlying very dense sand mechanically weathers. Most of this movement will occur in the steep lower portions of the slopes, and along side ravines, in relation to where ground water seepage occurs. The natural processes of soil creep and skin sliding will continue whether or not the redevelopment takes place. However, present runoff to the slopes that could contribute to creep and shallow sliding will be reduced by the capture of stormwater and re- direction from proposed impervious surfaces. The proposed removal of approximately 40 to 60 feet of the existing fill stockpile from the WSDOT parcel will eliminate long -term issues of erosion and slope stability for the fill portion of these slopes. Stormwater runoff to the remaining fill and bench slopes will be significantly reduced by capture and tight - lining of stormwater from graded areas during construction, and 2003 -008 FR.doc 45 HWA GEOSCIENCES WC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 over the long -term from proposed impervious surfaces (roofs and pavements). The fill removal on the WSDOT parcel will also result in a net reduction of load at the top of the slopes. This fill removal will generally improve overall global (deep- seated) stability of the natural slopes below, though the lack of evidence for deep - seated sliding indicates it is not necessary to this end. We recommend a minimum horizontal setback of 40 feet from the crest of steep slopes, with inclinations of 40 percent or greater, to proposed site features such as new fill, retaining walls, and foundations. The preliminary design layout as shown on Figure 2A incorporates this recommendation. We recommend the road be supported with a soldier pile wall along the section with the minimum buffer in order to protect the road from unprecedented deeper sliding or a faster rate of creep and erosion than presently anticipated. 4.23 SOIL CORROSIVENESS The resistivity results presented in Appendix B provide an indicator of the potential for soil corrosion of buried steel. Non - corrosive soils typically have a resistivity in excess of 5,000 ohm -cm, and potentially corrosive soils have a resistivity of less than 2,000 ohm -cm. Soils with resistivities below 5,000 ohm -cm should be subjected to more detailed chemical testing to evaluate their potential for corrosion. The results show the resistivity of the Burn Fill is usually lower than the underlying glacial materials and, therefore, is more corrosive. The resistivity of fill with refuse was found to be significantly lower than that of the glacial soils. We consider that all buried steel within refuse, Burn Fill, and the upper portion of native glacial deposits (beneath refuse or Burn Fill) should be designed assuming corrosive conditions. 4.24 PIPE BEDDING AND TRENCH BACKFILL 4.24.1 Pipe Support Through Refuse Areas Pipe support for this project is subject to significant challenges due to on -going long -term settlement of existing refuse, as well as the new settlement that may occur after site grading takes place for the new facility. Also, the differential settlement between pipe sections supported on firm ground and on refuse will subject pipes to potentially large bending and /or shear stresses over the life time of this facility. These pipes should be designed to accommodate potential future maintenance; i.e., locate the pipes where future excavation can be facilitated. Pipe connections to structures supported on stable ground and then extended into the refuse area will be highly vulnerable to settlement and induced stress damages, Flexible and slip joints should be used to accommodate differential settlement effects, where practicable. Traditional pipe bedding and backfill consisting of graded sand and gravel will increase load on the compressible refuse; light weight backfill such as coal burn bottom ash, shredded tires, or wood chips will somewhat reduce the settlement but not totally. 2003 -008 FR.doc 46 HWA GEOSCIENCES Irvc. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 Coal burn bottom ash, which is light weight and a byproduct from coal -fired power generation, can be used for the trench backfill for pipe crossings in refuse areas. Bottom ash comes in granular form and compacts like sand. The typical compacted unit weight is approximately 80 pcf. Alternatively, recycled glass (cullet) can be used, which has a unit weight of about 90 pcf, and is similar to the refuse unit weight of 90 pc£ Volcanic ash from recent eruptions (e.g. Mt. St. Helens) can also be used. In general, we recommend that new pipelines be routed to avoid refuse areas as much as possible. In the event that re- routing of a pipeline is not possible, the area underlain by extensive refuse should be rernoved from beneath the pipeline route to a depth of 2 feet below the bedding and then replaced with a properly compacted light weight fill. In some cases, over - excavation to remove all refuse from beneath the proposed pipeline may be necessary and the trench width should extend to either side of the pipe a distance equal to the depth of over - excavation beneath the pipe invert. 4.24.2 Pipe Support Through Non- Refuse Areas Conventional pipe bedding and backfill can be used in areas where refuse is not present. Should unsuitable soils be encountered, they should be over - excavated and replaced with clean sand or crushed rock. Normal bedding should provide a firm, uniform, cradle for support of the pipe. We recommend that the pipe be bedded in clean coarse sand such as traction sand or fine concrete aggregate. Except on steep slopes, we suggest that material meeting the following gradation limits be used for pipe bedding. Sieve Size Percent Passing 3/8" square 100 U.S. No. 4 95 -100 U.S. No. 8 68 -86 U.S. No. 16 47 -65 U.S. No, 30 20 -32 U.S. No. 50 9 -20 U.S. No. 100 0 -7 (non - plastic) U.S. No. 200 0 -2.5 (non - plastic) Pipe bedding material should be used as trench backfill to at least 12 inches over the top of the pipe, for the full width of the trench. Wherever soft/yielding conditions occur in the bottom of the pipe trench, the soft or disturbed soils should be removed and replaced with pipe bedding material. In wet conditions, 1 -1/4 -inch 2003-008 FR.doc 47 HWA GEOScIENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 minus crushed rock may be used to backfill the over - excavated portion of the trench and as pipe bedding material. Gradation limits for the crushed rock should conform to the following: Sieve Size Percent Passing 1 1/4" square 100 1" square 80 -100 5/8" square 50 -80 U.S. No. 4 25 -45 U.S. No. 40 3 -18 U.S. No. 200 7.5 max.(3 /4 -inch fraction; non - plastic) All trench backfill around and over the pipe should be placed in 6 -inch (maximum) thick lifts and each lift should be compacted to a dense and unyielding condition. On slopes greater than 4H:1 V, check dams should be provided in the pipe trench every 100 feet or so to prevent conduction of seepage through trench bedding. Where a trench box is used, we recommend that pipe restraint in the form of a cable and winch system be used inside the pipe so that pipe already laid is kept in compression as the trench box is advanced. 4.25 GAS VENTING FOR ALL BUILDINGS AND VAULTS All buildings and vaults should be provided with landfill gas venting systems below the slabs or floors. All footing and retaining wall drains should also be vented, along with any other below - slab duct work, to prevent landfill gas entrapment under structures. Depending upon applicable building code requirements, either passive or active gas venting systems may be employed. 5.0 CONDITIONS AND LIMITATIONS We have prepared this report for R.W. Beck, the King County Solid Waste Division, and their agents for use in design and construction of a.portion of this project. This report should be provided in its entirety to prospective contractors for bidding and estimating purposes; however, the conclusions and interpretations presented in this report should not be construed as our warranty of the subsurface conditions. Experience has shown that soil and ground water conditions can vary significantly over small distances. Inconsistent conditions can occur between explorations and may not be detected by a geotechnical study of this scope and nature. If, during future site operations, subsurface conditions are encountered which vary appreciably from those described herein, HWA should be notified for review of the recommendations of this report, and Tevision of such if necessary. 2003 -008 FR.doc 48 HWA GEOSCIRNCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 We recommend HWA be retained to review the plans and specifications to verify that our recommendations have been interpreted and implemented as intended. Sufficient geotechnical monitoring, testing, and consultation should be provided by HWA during construction to confirm the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should conditions revealed during construction differ from those anticipated, and to verify that the gcotcchnical aspects of construction comply with the contract plans and specifications. Within the limitations of scope, schedule and budget, HWA executed these services in accordance with generally accepted professional principles and practices in the fields of geotechnical engineering and engineering geology in the area at the time the report was prepared. No warranty, express or implied, is made. HWA does not practice or consult in the field of safety engineering. We do not direct the contractor's operations, and cannot be responsible for the safety of personnel other than our own on the site. As such, the safety of others is the responsibility of the contractor. The contractor should notify the owner if any of the recommended actions presented herein are considered unsafe. 2003 -008 FR,doc 49 0.0 HWA GEOSCIENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 We appreciate the opportunity to provide geotechnical services on this project. Should you have any questions or comments., or if we may be of further service, please do not hesitate to call. Sincerely, EWA GEOSCIENCES INC. Brad W. Thurber, L.E.G. Engineering Geologist BWT: SHH:bwt 2003.008 FR.doc Etc. /,/ C 1 Sa.H. Hong, P.E. Principal Gcotechnical Engineer 50 }IWA GEOSCIENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale 'August 28, 2008 HWA Project No. 2003 -008 6.0 REFERENCES Hong West & Associates, November 1993, Geotechnical Engineering Study, Bow Lake Transfer Station Improvements, Facilities Master Plan, King County, Washington, prepared for R.W. Beck and Associates. HWA GeoSciences Inc., January 2004, Draft Geotechnical Evaluation Report, WSDOT Property, Bow Lake Transfer Station / Recycling Facility, King County, Washington, prepared for R.W. Beck and Associates. HWA GeoSciences Inc., September 2007, Phase 1 & 11 Environmental Site Assessment, WSDOT Property, prepared for R.W. Beck and Associates. HWA GeoSciences Inc., July 2007, Environmental Site Investigation, Bow Lake Processing/ Transfer Station, prepared for R.W. Beck and Associates. HWA GeoSciences Inc., August 2008a, Final Geotechnical Report, Slope Pipelines, Bow Lake Recycling and Transfer Station, Tukwila, Washington, prepared for R.W. Beck and Associates. HWA GeoSciences Inc., August 2008b, Final Slope Stability Report, Bow Lake Recycling and Transfer Station, Tukwila, Washington, prepared for R.W. Beck and Associates. King County SWD, 2006, SEPA Environmental Checklist, 2006 Facility Master Plan Update, Bow Lake Transfer /Recycling Station. R.W. Beck, February 2007, 2006 Facility Master Plan Update, Bow Lake Transfer / Recycling Station. Waldron, H.H., 1962, Geology of the Des Moines Quadrangle, Washington, U.S. Geological Survey Quadrangle Map GQ -158. Aerial photographs of the site and the surrounding area, 1936, 1946, 1948, 1958, 1960, 1965, 1969, 1974, 1977, 1980, 1985, 1990, 1995, 2000, 2002, and 2004 obtained from Aero - Metric and King County SWD. References from 1993 report: ARAM Consulting Engineers, January 1986, Bow Lake Transfer Station, Engineering Report, Investigation of Concrete Distress, prepared for King County Solid Waste Division. ABAM Consulting Engineers, April 1986, Bow Lake Transfer Station, Development of Alternatives for Repair of Pit and Southeast Corner, prepared for King County Solid Waste Division. 2003 -008 FILdoc 51 HWA GEOSCIENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale August 28, 2008 HWA Project No. 2003 -008 Dames & Moore, May 1965, Report of Soils Investigation, Bow Lake Transfer Station Site, King County, Washington, prepared for Johnston - Campanella & Co. Golder Associates, April 1992, Final Report, Results of Phase I — Geotechnical Site Investigation, Proposed Water Main Relocation Project, Bow Lake Transfer Station, prepared for King County Solid Waste Division. Hong Consulting Engineers, January 1986, Bow Lake Transfer Station Foundation Settlement Investigation, prepared for ABAM Consulting Engineers. Hong Consulting Engineers, April 1986, Subsurface Soil Investigation for Underpinning at the Bow Lake Transfer Station, King County, Washington, prepared for ABAM Consulting Engineers. Hong Consulting Engineers, November 1987, Bow Lake Transfer Station Underpinning Project, Report of Subsurface Investigations and Piling Inspection, King County, Washington, prepared for ABAM Consulting Engineers. Hong Consulting Engineers, December 1988, Geotechnical Soil Investigation, Bow Lake Transfer Station Improvement Project, King County, Washington, prepared for R.W. Beck and Associates. Hong West & Associates, December 1992, Geotechnical. Investigation, 1-5 ILOV Lane Widening, Fife to Tukwila Interchange, King and Pierce Counties, Washington, prepared for WSDOT / ALPHA Engineering Group, Inc. King County, 1990, Sensitive Areas Map Folio, King County, Washington, King County Department of Parks, Planning and Resources. Shannon & Wilson, February 1976, Soil Engineering, Proposed Bow Lake Transfer Station, King County, Washington, prepared for King County Dept. of Community and Environmental Development, Architecture Division. Shannon & Wilson, January 1977, Soil Engineering, Proposed Bow Lake Transfer Station, King County, Washington, (Revision of February 1976 report), prepared for King County Dept. of Community and Enviromnental Development, Architecture Division. 2003 -008 FR.doc 52 HWA GEOSCIENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale APPENDIX C LOGS FROM PREVIOUS GEOTECHNICAL INVESTIGATIONS Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale SECTION C -1 DAMES & MooxE (1965) Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale ELEVATION IN FEET 255 ELEVATION IN FEET 250 245 240 235 I7.0%-103 230 13.7% -103 225 220 250 30 f9 100/40 to 100/2.. G 245 240 235 230 16.8 % -99 225 TA %•99 220 NOTES: 16 1a 140 82 80 40 32 10 sa 40 50 95 BORING B -I ELEVATION 2514 P 777-51-2 SP BROWN, FINE TO MEDIUM SANG (FILL) (MODERATELY LOOSE) MISCELLANEOUS GARBAGE • OEBRIS OBSTRUCTIONS GRAY, FINE 70 MEDIUM SANG (FILL1 ( MODERATELY LOOSE ) ~ GARBAGE J J 4 GRAY, FINE TO MEDIUM SAND (COMPACT) ✓ BORING COMPLETED 3.5.65 NO GROUND WATER ENCOUNTERED BORING 6-2 ELEVATION 250 -` SP SP SP 8ROWN SANO WITH OCCASIONAL GRAVEL 8 GARBAGE (FILL) ( MOOERATELY LOOSE ) MISCELLANEOUS GARBAGE BROWN SANO WITH GARBAGE (FILL) J (MODERATELY LOOSE) MISCELLANEOUS GARBAGE GRAY, FINE TO MEDIUM SAND WITH OCCASIONAL GARBAGE (FILL) ;MODERATELY LOOSE) GRAY, FINE 19 MEDIUM SAND (COMPACT) WATER LEVEL, 3•8•65 - BORING COMPLETED 3.8 -65 1. THESE BORINGS WERE MADE BY DAMES 8 MOCRE tN 1985 AS PART OF A PREVIOUS FOUNDATION INVESTIGATION FOR THE PROPOSED 90w LAKE TRANSFER STATION. 2. ELEVATIONS REFER 70 WASHINGTON STATE DEPARTMENT OF HIGHWAYS OATUM. ELEVATION IN FEET 250 245 240 235 230 19.2 % -104 15.9% -106 225 220 16.4 % -99 215 210 78 O 50 0 58 m 60 • 58 140 a 95 la BORING B-3 ELEVATION 2481 •r. • GP SP LEGEND: GRAY, SANDY GRAVEL W /OCC. ORGANIC MATTER 8 GARBAGE (FILL) (MODERATELY LOOSE) MISCELLANEOUS GARBAGE WITH OCCASIONAL SANOY GRAVEL J J GRAY, FINE 70 ME01UM SAND (MODERATELY COMPACT) GRA0ESTO COMPACT BORING COMPLETED 3.8.65 N0 GROUND WATER ENCOUNTERED BLOWS REOUIREO TO DRIVE SAMPLER ONE F007 MOISTURE r wEIGMr .260LBS., STROKE .24 INCHES. CONTENT% 95 192 %•104 ® IND :CATES DEPTH AT WHICH UNDISTURBED s:.MPLE WAS EXTRACTED. DRY Q INDICATES SAMPLING ATTEMPT WITH NO OEN51TY RECOVERY. PROPOSED BOW LAKE TRANSFER STATION KING COUNTY, WASHINGTON LOG OF BORINGS B -I, B -2 & 6-3 FEBRUARY, 1976 W- 2974 -01 SHANNON 1 WILSON, INC. 6tGTtCIIt11CAL COMf9LTAMT1 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale ELEVATION IN FEET 260 255 250 245 240 235 230 225 220 215 210 NOTES: 32 50 70 65 60 60 at BORING B -4 260 BORING B-5 ELEVATION 258'- GP P. SP i2 ASPHALTIC PAvEMENT GRAVEL WITH BROWN -GRAY SANO ANC) OCCASIONAL GARBAGE I ORL) (MODERATELY COMPACT) BROWN, FINE TO MEDIUM SAND WITH GRAVEL (FILL) ( MODERATELY LOOSE) .GRADES TO COMPACT -J w PARTIALLY DECOMPOSED GARBAGE WITH SANO (SOFT) BUCK, SILTY, SANDY GRAVEL ( FILL) (COMPACT) `PARTIALLY DECOMPOSED GARBAGE (SOFT) GRAY, FLUE TO MEDIUM SAND (COMPACT) BORING COMPLETED 3- .22 -65 NO GROUND WATER ENCOUNTERED 1. THESE BORINGS WERE BADE 8Y DAMES 8 MOORE iN 1965 AS PART OF 'A PREVIOUS FOUNDATION INVESTIGATION FOR THE PROPOSED BOW LAKE TRANSFER STATION. 2, ELEVATIONS REFER TO WASHINGTON STATE DEPARTMENT OF HIGHWAYS •DATUM . 3. REFER TO FIG, A•8 FOR LEGENO. ELEVATION IN FEET 255 250 245 240 235 230 225 220 215 26 a 25 4B 46 ■ 100 ELEVATION 258= GP SP SP ASPHALTIC PAVEMENT BROWN- GRAY, SANDY GRAVEL (MODERATELY LOOSE TO MODERATELY COMPACT) GRAY- BROWN, FINE TO MEDIUM SANO ( FILL ) ( MODERATELY LOOSE GRADES MORE COMPACT -J J • 1► GRAY, FINE TO MEDIUM SAND WITH OCCASIONAL GRAVEL. ( COMPACT) BORING COMPLETED 3.23.65 NO GROUND WATER ENCOUNTERED PROPOSED BOW LAKE TRANSFER: STATION KING COUNTY, WASHINGTON LOG OF BORINGS B-4 & B-5 FEBRUARY, 1976 W-2974- 01 SHANKON i VILSON.INC. CtOTttMNICAL CONIULtINIS Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale SECTION C -2 SHANNON & WILSON (1976) Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale Provided to Bu vim. SAIL OESCRIPTICJ -- 'Surlace Elevation: APPROX. 265 FT. W 5 d •• X1 "' °a ter`'- °a' a a STANDARD PENETRATION RESISTAKCE `(1/0 I. weig t. 30' drop.) A Blows per to0.t 0 20 40 5r, MEDIUM DENSE, GRAY, MOIST, SLIGHTLY SILTY TO SILTY, GRAVELLY, FINE TO MEDIUM SANp;(FILL) 0 1 I 5 - 2 I 8 3 I 4 I 5 1 i . ; ... , .. . : :l::::: • MEDIUM DENSE, GRAY, MOIST, SLIGHTLY SILTY, FINE TO MEDIUM SAND ": : ; ; . :.. �.. 1 :. : :. DENSE TO VERY DENSE, GRAY -BROWN TO GRAY, MOIST TO WET, CLEAN TO SLIGHTLY SILTY, FINE TO MEDIUM SAND • .: • 0 • • • , . . ' . • .... • .. . " :. ' . SLOTTED 3K PVC DURING DRILLING N 0 01 6 J. 7I :: :: ' .. : :.:•63 r ...... :. , : 90- • I:. 8I• 9 24 1 ®.::.::::i.:• 99-- 1 : :. : : : ::i•: 94 "T BOTTOM OF BORING COMPLETED t/12/76 ••.....••. . .. . LEGEND 0 20 40 6( 12' 0.0. split spoon sample • Impervious seal • %later content II 3.0.0. thin -will saiep'ie later level i Sample not recovered PROPOSED P i rtome t e r tip BOW LAKE TRANSFER STATION AtterberQ Limits: KING COUNTY, WASHINGTON liquid limit P Sample pushed Natural USC Unified Soil Classification LOG OF BORING rater content • B-101 Plastic Iisit . FEBRUARY, 1976 W- 2974 -0: NOTE: The stratification tines represent the approximate boundaries SHOWN It UL M Ire. between soil types and. the trans.!tied may be eraCuaI. • GEOTECHNICAL CONSUt.TAHTS eri Provided to B 4.1 v+ SOIL OESCRIPTICN Surface Reyes ion: APPROX. 244 FT. = w s 4 '^ zet ~ =L•4 • 0 IX " NS 0 STAHOARO PENETRATION RESlflANCE (140 I.b. weight. 30' drop) he Slows per foot 0 20 40 6! '\SCATTERED BLACKTOP ROAD SURFACING /`i 0:3 1.5 1 I 5 2 1 3 I 4 I 0 5 10 15 25 u w cc z w 30 . j .. .. 1 . .... . • -`MEDIUM DENSE, GRAY, SANDY GRAVEL ;(F1LL)r' MEDIUM DENSE, GRAY, MOIST, LAYERED, SLIGHTLY SILTY TO SILTY, FINE TO MEDIUM SAND;WITH GARBAGE FRAGMENTS { FILL) r - . • �. ...... GARBAGE;MIXED WITH SOME LOOSE, ® • • • — • GRAY, FINE TO MEDIUM SAND;INTERVALS CONTAINS A FEW THIN SAND LAYERS ( FILL ) 5 7I 8 I ::. • ; : :; 40 " �I 28 III 12 IA 1. :... ..... : ... :::" :: :::: LOOSE TO MEDIUM DENSE, DARK GRAY, MOIST TO WET, SLIGHTLY SILTY TO SILTY, FINE TO MEDIUM SAND;WITH TRACES OF GARBAGE • • z z D J ° 0 35 40 45 50 FRAGMENTS ( FILL) 13 36 14 I 15 I 16 I 1. 171 18 I 19 I :: �:::• . .:... i ......... HARD, GRAY BROWN 10 GRAY, MOIST TO WET, NON- PLASTIC TO CLAYEY SILT; GENERALLY NON-PLASTIC :::• : LIEVE13 0W DUE- 0 DRILLING DISTURBANC :: 0 .... ... ...• .... • ......... ..77.--.-• 10577-••• LEGEND 0 20 40 6:: 12 0.0. split spoon sample U 3' 0.0. thin —tall sample • Sample not recovered Atterberg Limits: Liautd limit Impervious seal ®s later content .2 paler level PROPOSED tip BOW LAKE TRANSFER STATION KING COUNTY, WASHINGTON P Sample pushed LOG OF BORING Natural USC Unified Salt Classification eater content B-102 Plastic limit FEBRUARY, 1976 W- 2974 -01 NOTE: The stratification lines represent the apprazimate boundaries SNINNON t 1111401. INC. between soil types and the transition may be gradual. SHT. I OF 2 aE0TEC1+N1CAL .GONSUITANTS C2 '4 SOIL OESCRIPTICy - s WTo� •d :a Iry « U G. STAttO,AiiO PENETRATION RESISTANCE ( WI lb. aerpht, 30' d(op) ♦ Coot pet loot 20 SAME AS ABOVE 54 201 21I 50 55 : .... :: . : .:. . _ ® • .: . :.. 91--• . . . :.. . ..:S8 — =- -- . BOTTOM OF BORING COMPLETEO 1/13/76 . I • • • • Z 2' 0,0: split spoon sample II 3' 0.0. thin –e:alI sample • Sample not recovered Atterbrrg Limits: Liquid limit Natural eater content Plastic limit Impervious seal Tatar level Pletameter tip P Sample pushed USC Unified Soil Classification 0 20 40 • s Oates content 6( PROPOSED BOW LAKE TRANSFER STATIGN KING COUNTY, WASHINGTON LOG OF BORING 8.102 . FEBRUARY, 1976 W- 2974 -01 NOTE: The stratification lines represent the approximate boundaries sMi►>flO t ttliON, let. between soil IS and tfi'e transition may be e'radual. SHT. 2 OF 2 GEOT.ECWNICaL CONSULTANTS Provided to Buil • e ' • e • - • t= Conditions Agreement see www.bxwa.com - Always Verify Scale CA SOIL DESCRIPTIC*1 Surface f Iev,atIon: APPROX, 247 FT. w -� = GROUND EATER DEPTH. It STANOARO PENETftAT%ON AES'ISTA>rCE (140 Ib. vereht, 10. Orap) ' A 8loasIpet coat p 20 40 r LOOSE, GRAY -BROWN TO GRAY, MOIST TO WET, CLEAN TO SLIGHTLY SILTY, FINE TO MEDIUM SAND ;WITH LAYERS OF GARBAGE; p I I 2 I 3 12 5 6 22 9I 10 III 121 13 14 15I39 1 I I I I r _ . • ..... ... ... , ; ; 1 . . . .:: 168.7— . OCCASIONAL METAL FRAGMENTS ( FILL ) ..-- .•I....... .. ... • • • • ; MEDIUM DENSE, GRAY-BROWN TO GRAY, MOIST TO WET, CLEAN TO SLIGHTLY SILTY, FINE TD MEDIUM SAND :: • .:: I.. DENSE, GRAY-BROWN 10 GRAY, MOIST, CLEAN, FINE TO MEDIUM SAND; 1 1/21 A W w 1/29176 N 0 cn o cn ; OCCASIONALLY SLIGHTLY SILTY : ®: :.: •: • .. :. ®..... BOTTOM OF BORING COMPLETED I/12/76 Provided to Build LEGEND I s' 0.0. split spoon saeple II 3' 0.0. thin–wall sample + Sample not recovered Atterberg Limits: Igs0:;s::±::-. atur lit Natural water content Plastic limit 1.2 Impervious seal later level Pietameter tip P Sample pushed USC Unified Sort Classification 0 20 40 % later content PROPOSED BOW LAKE TRANSFER STAT1OP KING COUNTY, WASHINGTON LOG OF BORING 8-103 FEBRUARY, 1976 W- 2974 -C NOTE: The stratif.rcation lines represent the approximate boundaries 2111101011 t 1111.S01, I. between soil tr es and the transition may be gradual. aeOrECHNiCAL CONSUITA'V5 erxrent see-www: bxwa • co m - Always Verify-Gea1e•• r cs SOIL OESCRTPTICN Sur lace Elevation: APPROX. 46 FT: — z W w N Tae a,K z cz o. STAROARO. PENETRATION RESISTA>rcE (140 'I b. 'eight, 3.0- droll.) A flteax:.per fwo0ot ; LOOSE, GRAY, MOIST, SILTY GRAVELLY FINE TOO MEDIUM SANG WITH'SCATTERED CONCRETE 5 23 39 1 I 2 I 3 4 -J- 5I 6 I 7 9I 10 I 11 1 I 13I 14 I 15 = NO WATER OBSERVED DURING DRILLING A W W N d (.71 O um 8 u 6 c,t • : ' • • • • -- _. . , . • .. :— ---- RUBBLE AND LAYERS OF GARBAGE ( FILL) LOOSE TO MEDIUM DENSE, GRAY TO BROWN, MOIST, CLEAN TO SILTY, FINE TO MEDIUM SANO :WITH SCATTERED LAYERS OF GARBAGE ( TO ABOUT I FT. THICK 1 INCLUDING BROKEN GLASS ( FILL) • ® ® ; . 1 • ' MEDIUM DENSE, GRAY, MOIST, CLEAN, FINE TO MEDIUM SAND :WITH SCATTERED SILTY LAMINATIONS DENSE TO VERY DENSE, GRAY, MOIST, CLEAN, FINE TO MEDIUM SAND :WITH SCATTERED SILTY LAMINATIONS . •, • • I. . .. — ••• . : : •' ::. 1 . �:... I... i 101.._..- ., ® •••.: ...... :. I.: ....... ..... ....... BOTTOM OF BORING COMPLETED 1/12/76 i 12' 0.0. Split spoon sample 1[3' 0.0. thin—watt sample • Sample not recovered AtterberR Limits: Liquid limit Natural eater content Plastic limit N Impervious seal tater level Piezometer tip Sample pushed USC Unified Soot Classification NOTE: The stratif•teati.on lines represent the approximate boundaries bet "veen soot types and the transition may be etadual. 20 40 6C. • % later content PROPOSED BOW LAKE TRANSFER STATION KING COUNTY, WASHINGTON LOG OF BORING B -104 FEBRUARY, 1976 W- 2974 -OI SMINMOK 1 1ILtga, INC. GEOTECM+ICAL CONSW.TANTS Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always enfy Sca e ti t �� SOIL DESCRIPTIN Surface Elevation: APPROX. FT, = s d W -4 v+ a� .- x u d 0 STAN0AR0 PENETRATION REST TAT,�E. (140 lb. weight, 30' drop) ® 81ays per loot 0 20 1 40 LOOSE, GRAY, MOIST, SILTY SAND. (FILL) -......\ I 24 49 I 2 5I 7 8I 9 N °I It I 12 13I 15I 16I l7I 18 19 1 I I I I I • 140 WATER OBSERVED DURING DRILLING o U 0 v 0 v 0 U 0 cn 0 1 ® I . LOOSE TO MEDIUM DENSE, GRAY TO BROWN, MOIST, SLIGHTLY SILTY, FINE TO MEDIUM SAND ;WITH LAYERS OF GARBAGE AND A LAYER OF SILTY, SANDY GRAVEL NEAR 16 FT DEPTH 1 MEDIUM DENSE, GRAY, CLEAN TO SLIGHTLY SILTY, FINE TO MEDIUM SAND :. i . . DENSE TO VERY DENSE, GRAY -BROWN TO GRAY, CLEAN TO SLIGHTLY SILTY, FINE TO MEDIUM SAND•WITH A MEDIUM DENSE LAYER : .: . . . NEAR 39 FT. DEPTH - :: :® • gl—• ; :: :: :. .. . .....: ® :. 79— . • 84 BOTTOM OF BORING COMPLETED 1/9 / 76 Provided to Bu 2' 0.0. split spoon sample 3' 0.0. thin -wall sample * Sample not recovered Atterberg Limits: limit aturaa rl vaa Natural Content Plastic limit Impervious seal rater level Pietoaeter tip P Sample pushed USC Unified Soil Classification 20 40 0 % Rater content 6C PROPOSED BOW LAKE TRANSFER STATION KING COUNTY, WASHINGTON LOG OF BORING B -105 FEBRUARY, 1976 VV- 2974 -OI NOTE: The stratrf.ication Tines represent the approlimate boundaries Pima t tltspe, IeC. between soil types and the transition may be gradual. aCOTECNNICAL CONSULTANTS greement see www.bxwa.com - Always Verify Scale 44 '^ SOIL OESCRIPTICN Surface Elevation: APPROX. 249 FT, — w -. ... G. ...0 h "' G =44 cc ot an La o STANOARO PEHETRATI0H AESiSTAWCE (•I40 lb. aeight, 30' drop) Blois per loot p. 20 40 • VERY LOOSE TO LOOSE, GRAY, MOIST, SLIGHTi.Y SILTY TO SILTY, FINE SAN :WITH LAYERS OF 0 T I 1 i . . 1 ' • • • . • . • . .. GARBAGE TO 2 FT. THICK AND GRAVEL IN SOME LAYERS 3I 12 5 17 1 t.. ; .. • . = . MEDIUM DENSE TO DENSE, GRAY, MOIST, CLEAN TO SLIGHTLY SILTY, FINE SAND VERY DENSE, GRAY TO DARK GRAY, MOIST TO WET, CLEAN TO SLIGHTLY SILTY, FINE SAND,WITH A FEW LAMINATIONS OF SILT 8 I 9 1 .:... ... ..... j : :: ; ; , _ .: , ; ; ; ... , ...�,`. vammooe- 21/7614 SLOTTED 3/4" PVC DURING DRILLING u�', o la It I .. .. ' 12 I 13 I 94/11'— 76 - 141 15 I .:.,.Ik . e 93-- 3§ BOTTOM OF BORING COMPLETED 1/ /76 1 2' 0.0. split spoon sample UV 0.0. thin -rail sample • Sample not recorded Atter,berg limits: Liquid limit Natural rater content Plastic limit Impervious seal Q tfater level Pietometer trp P Sample pushed USC Unified Soit Classification NOTEt The stratification lints represent the appro :,mate boundaries betretn soil types and the trantrtion may be gradual. Provided to Builders Exchange of WA, nc. or usage on 1 ions ' greemen see www. •xwa.co 0 20 40 s pater content 6C PROPOSED BOW LAKE TRANSFER STAT1Cd' KING COUNTY, WASHINGTON LOG OF BORING 8-106 FEBRUARY, 1976 W- 2974 -0' SNOOP t t1►10t, IOt. GEOTECHNICAL tONsu ANTS 12' 0.0. split spoon sample 1[3' 0.0. thio -valI sample • Sample not recovered Attetberg Limits: l iquid limit Natural water content Plastic limit Impervious seal later level Pietometer ttp Sample pushed USC Unified Sail Classification NOTE: The stratification Tines represent the approsrraale boundaries between soil types and the transition may be gradual. 20 40 ® s eater content PROPOSED BOW LAKE TRANSFER STATION KING COUNTY, WASHINGTON LOG OF BORING B -107 FEBRUARY, 1976 W- 2974-0( SIIAevON t VILtOK. I *t, GEOTECNN,CAt CONSULTANTS Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale SOIL DESCRIPTION Suflace Elevation: APPROX. 244 FT, . W d �` mt o cc x a a" L2 102 c STANOARO PENETRATION RESISTANCE (140 Ib. +might. 3.0' Blatt) £ Blows per foot fl J 1 BLACKTOP'DR1VE SURFACING (SEVERAL LAYERS) 0 I:5 1 2 7 3 4I 7 T 1 I ' SLOTTED 3!4" PVC DRY 1/21/76, 1/29/76 U v p ca O cn 0 - ; :1 ............;I . . ' .. 1 .. MEDIUM DENSE, GRAY, MOIST, CLEAN TO SLIGH- TLY SILTY, FINE TO MEDIUM SANG W /TRACES OF GARBAGE FRAGMENTS :::: GARBAGE; MIXED WITH SOME SILTY SAND DENSE TO VERY DENSE, GRAY, MOIST, CLEAN TO SLIGHTLY SILTY, FINE TO MEDIUM SAND; ,1 WITH A FEW GRAVELLY LENSES a 9I 11 I 12 I 31.5 . BOTTOM OF BORING COMPLETED 1/13/75 12' 0.0. split spoon sample 1[3' 0.0. thio -valI sample • Sample not recovered Attetberg Limits: l iquid limit Natural water content Plastic limit Impervious seal later level Pietometer ttp Sample pushed USC Unified Sail Classification NOTE: The stratification Tines represent the approsrraale boundaries between soil types and the transition may be gradual. 20 40 ® s eater content PROPOSED BOW LAKE TRANSFER STATION KING COUNTY, WASHINGTON LOG OF BORING B -107 FEBRUARY, 1976 W- 2974-0( SIIAevON t VILtOK. I *t, GEOTECNN,CAt CONSULTANTS Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale SECTION C -3 HONG CONSULTING ENGINEERS (19g6) Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale BOREHOLE LOG DEPTH (feet) SOIL. DESCRIPTION 12" Concrete slab, reinforce) ■3" void 2 - 3" gravel levelling 4 —, — 6 --8 — — 10 - — 12 — — 14 -- 16 — — 18 — - 20 -- 22 — — 24 — 26 — — 28 -- — 30 — — 32— a GROUND a WATER 1 CONDITION MOISTURE CONTENT "/o SPT RESISTANCE A 10 20 30 40 50 60 70 Compacted, gray, fine SAND (FILL trace silt Hit on rock, slight difficulties of augering Clean, some coarse sand -4" piece of wood Garbage; tin metal, cloth, glass, some silt and sand, rotten paper No recovery Medium dense to dense gray, fine SAND, clean (NATIVE SAND) No Groundwater Brass Ring Samples Figure 2 PROJECT Bow Lake Transfer Station King Co.) Washington DATE 3-3 -86 LOGGED OY SH ELEVATION 250 t DEPTH 44' HOLE NO. BH - 1 SHEET 1 of 2 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale BOREHOLE LOG DEPTH (feet] SOIL DESCRIPTION 1, SAMPLE GROUND WATER CONOlTION MOISTURE CONTENT °/° 0 SPT RESISTANCE 10 20 30 40 .50 60 70 - -36 - 38 - r-40- \- 42_ Gray, fine to medium SAND _ ,, 2.5 ring samples 4 A A 44 - r- - - - -, - - .-- - -.X END OF HOLE - - .., - , Figure 2A PROJECT Bow Lake Transfer Station F DATE 3 -3 •8 HOLE NO. BH - 1 LOGGED BY SH King Co., Washington ELEVATION 250 ± SHEET 2 of 2 DEPTH 44'. . Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale BOREHOLE LOG DEPTH (feet) SOIL DESCRIPTION (SAMPLE j GROUND WATER CONDITION MOISTURE CONTENT % SPT RESISTANCE 10 20 30 40 So 60 70 "2 -"� — 6 — +' 8 — lO _ - 10 — 12 — 14_ — 16 -' — 18 — — 20— — 22— 12" concrete slab LA Nii '/ • 1/ ■ rfil ■ rj No ground water 1 No settlement under slab 2" gravel base 1 Compacted, gray, fine SAND (fill clean Trace of pea - gravel Slightly silty 1" piece of wood 3/4" piece of wood , 1 ■ , Illir Loose to medium dense, gray silty fine sand with gravel, mostly inorganic soil smell, messy GARBAGE wood § ,, PI 3 ,-2a 26— — 28 -- - 30 _ — 32_ Medium dense, gray to •Town, fine to medium SAND, clean (NATIVE SAND) 111 a III [11 11 Figure 3 PROJECT Bow Lake Transfer Station DATE 3 -3 -86 HOLE NO. BH - 2 LOGGED BY SH King Co., Washington ELEVATION 950 SHEET 1 or 2 DEPTH 391 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale BOREHOLE LOG . DEPTH (feet) SOIL. DESCRIPTION 0. a to GROUND WATER CONDITION r MOISTURE CONTENT %° SPT RESISTANCE 10 20 30 40 30.00 70. _ --36 — r 38 — Same as above — — \� — 40 — END OF HOLE — Figure . 3A PROJECT Bow Lake transfer Station DATE 3 -3 -86 HOLE N0. BH - 2 LOGGED BY ____ King Co., Washington ELEVATION 250 - SHEET 2 or 2 , DEPTH 391 . Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale BOREHOLE LOG DEPTH SOIL DESCRIPTION LO j ° ". GROUND WATER CONDITION MOISTURE CONTENT °/, SPT RESISTANCE A 10 20 30 40 50 60 70 r- . 2 -, - 4 - 6 _ 8 - - 10 - (- 12- r 14- -- 16 - - 18- - 20- 22 - - 24 - -- 26 -- 28- - 30 - t •i.lt c• cr- a oa ement - - Loose, gray, fine SAND, moist; r 2: with brick fragments, cloth and tin metal Loose, gray, fine SAND with gravel, wet -7 A , - GARBAGE Plastic wire, sod, paper -:K 4" thick newspaper -2 4" thick gray, fine sand gray fine sand with glass fragment, newspaper - Glass, newspaper Auger grinding on hard material* _ L 5Y2° �, END OF HOLE r ** Auger hit hard material at 26.5' and met refusal, boring prematurally terminated Figure 4 PROJECT Bow Lake Transfer Station DATE 3 -3 -86 HOLE NO. BH - 3 LOGGED By SH Co., Washington ELEVATION 249± SHEET 1 of 1 _king DEPTH 26.5' Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale BOREHOLE LOG DEPTH SOIL DESCRIPTION la a N GROW) WATER CONDITION 1 MOISTURE CONTENT % SPT RESISTANCE 10 20, 30 40 50 6.0 70.. --2 - 4 _ - 6 - -8 - ,__ 10 _ -- 12 - 14 -1 -16- - 18- --20- r-- 22 - - 24 - - 26 - _ 28_ _ 30 -1 -- 32- 2" asphalt carrcre e GARBAGE - No samples taken - This is relocated hole due to premature termination of BH -3 - Ht. 26.5'. - New hole was drilled 3' north of BH -3 - Small rubble hampered drilling for 10 minutes. Finally penetrated - - - - - X • .;I , . ' ,- Dense, gray, fine SAND with gravel - - Dense, silty fine SAND with broken cobble (till like) difficult to drill due to cobble Figure 5 PROJECT Bow Lake Transfer Station DATE 1 - 3-$6 HOLE N0, BH-4 LOGGED BY SH King Co.. Washington ELEVATION 249±' SHEET 1 of 2 DEPTH 59. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale 83/6' BOREHOLE LOG • DEPTH (feet) SOIL DESCRIPTION J a X N GROUND WATER CONDITION MO SP ISTURE T RESI 20 3 CONTENT'4 • 1STANCE A 0 40 50 60 70 — .36 -� " 38 — — 40 — — 42 — ►— 44 • Dense, gray, fine to medium SAND, — clean, moist Native sand 2" organic seam - laminated volcanic ash — 46 — — 48 — 50 -- 52 `-- 54 — — 56 — -- 58 60— • Very dense, gray gravelly SILT — (till) Difficulty of drilling due to cobble. El, 11TS` OWE Very hard, gray clayey SILT laminated silt End of hole old 2@24 hrs 0) 0 E 0 N a) E 5C/3 1 854 Figure 5A PROJECT Bow Lake Transfer Station King Co., Washington DATE 3 -3 -86 LOGGED BY SH ELEVATION 249± DEPTH 59' HOLE N0. BH -4 SHE ET 2 al 2 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale SECTION C -4 HONG CONSULTING ENGINEERS (1987) Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DEPTH (feet) SOIL DESCRIPTION SAMPLE] GROUND WATER CONDITION MOISTURE CONTENT °/0 SPT RESISTANCE to 20 30 40 50 60 70 —y_ `- 6 -. - g - - /0 - 12 16 -- (20 as _ —30 — DM/al/ 4 'date 'j7 D4GG4U S 1 /inet 11 ,y4 4,1422) S ( a - Cti."-/--1 '''( ) / , nn um ce..24r4,e J G " Sa, l c e.a.A.") /Y/14-14.1. ri cct 1 D� , sue, _ ciatam.)J .4''1.6'14 L �. 7).14,2z) .644-W-417 , ) ,V_/ �,�,�,,,/, � S' i C G / ?1 _ • I L..., fl9 L.r t- . - 'PROJECT Bs 1,J. O !. 2tI mA OATS , • 7 MOLE NO, 3H - 1 0 / LOGGEO BY "7";71. ELEVATION ADO, SHEET t of a- /( ��D� DEPTH Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DEPTH (fee!) SOIL DESCRIPTION J 0. c sn GROUND WATER • CONDITION MOISTURE CONTENT % 0 SPT RESISTANCE 6 10 20 30 40 5.0 60 70 -3a 3y -1 - ' .� Sa snc 1 (;&,,z,�' ,>� —36, d o (4 ) �i+-> 4.1 644_04 ivtArnw-eZ al FlgwY'e. z A �PROJEn ��ee..¢ otaYi„O4.YyG . i• it7dto-'-i1. DATE ..' / —, ,7 HOLE) N01. Qi 7 r I O LOGGED By -"in. ELEVATION .a 70 SHEET A of A/ A6M/11 DEPTH . a00.5 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DEPTH (feat) SOIL DESCRIPTION w J a a GROUND WATER CONDITION MOISTURE CONTENT o/o SPT RESISTANCE dit t0 20 30 40 •50 60 70 D.04i/Ie) 7 9 DQ,�,sQ., tvpai. gt,t4a 40.04,4z. l0_D24144') -- /62 -- duvy2 / iry __30— PROJECT DATE LOGGED BY �d� ELEVATION .2 go DEPTH aVD 7 HOLE NO. 8H -1Oa SHEET Of Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DEPTH (feet) SOIL DESCRIPTION 3a- - 3q �3$ Vo it;te, Sa-nzt /t) Ai/4w') Ati M . ui GROUND a. WATER 4 CONDITION MOIST6RE CONTENT % 0 SPT RESISTANCE 10 20 30 40 50 60 70. Owe P . OJECT t- 77:044 ARAM DATE 7 LOGGED BY '7T41 ELEVATION egqd DEPTH g 0 f HOLE N0. BH -ioa: SHEET g of Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DEPTH (feet) SOIL DESCRIPTION rSAMPLE J GROUND WATER CONDITION MOISTURE CONTENT °/o `•• 4 SPT RESISTANCE /a 10 20 30 40 50 60 70 ----N `a�,S _ ] _ r- g — - - /0 - -- la -- —16 —o — —2 — -- .21 _ --‘,— 28 — _3a _ G;- — 1 _.� 1)..2n6dE'd) J 1 - • DR 4141.0) J) 1 Ste) c,Puvrt, , -, vim, ) t, S , ch944)i 4-61141-1/ .w— — . — . _ P•JaYe y PR JEC���� , • PW . md, ?A. S DATE f —'rz�' o% HOLE N0. �^ a/-/-/03 LOGGED BY / ((!! — ELEVATION °2�p SHEET / of + ,�/1 � �rj' A00.5- DEPTH Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DEPTH (feel) SOIL DESCRIPTION GROUND 0. WATER N CONDITION MOISTURE CONTENT °/° 0 SPT RESISTANCE A 10 20 30 40 50 60 70 -36 -- -3g L/0 imte, 8444 raut,Q @ $,,► Attlet 1124t4-117/171 -) &MWt ) P-15 u, r c. Isolt PROJECT 4B DATE -I5--?7 LOGGED BY 770 �/ l ELEVATION o2 0 DEPTH 2 0 0, 5 HOLE NO. C3 H -103 SHE ET of a Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale SECTION C -5 HONG CONSULTING ENGINEERS (1988) Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale PROJECT I88110 BORE HOLE LOG DEPTH (feet} SOIL DESCRIPTION [.SAMPLE 1 GROUND WATER CONDITION MOISTUiRE CONTENT •/, SPT RESISTANCE A 10 20 30 40 50 60 70 a 2 - 8 -- 10 V2" asphalt, 6 6 crushed rock ✓ - No water encountered Dense gray, fine to medium SAND: some silt; trace gravel; damp; SW (Fill) - Loose to medium dense, gray, fine to medium SAND and REFUSE: some silt; trace gravel; paper, plastic, metal, fiberous waste; moist (Solid Waste Fill) .. during dri11ing �, 7 - till 111■• 11111111ilimmft.— 50 FISP' 1..r 311111 12 1'4 —SP/ML 16 — 18 — 20— 22 — Dense, gray, silty fine SAND: laminated; damp; non - plastic; (Glacial Outwash) — -� — 411 �, ,,� II !11 24 26 — END OF HOLE — • I, Figure 2 PROJECT Trans. Stn. 'Improvements DATE 10-24 =8.8 HOLE N0. BH -1 LOGGED BY SHE _ Bow Lake Trans. Stn. ELEVATION 243' SHEET 1 of 1 Seattle, WA, 24' DEPTH HONG CONSULTING ENGINEERS, INC. Provided fo Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale PROJECT #88110 BORE HOLE LOG DEPTH (feet) SOIL DESCRIPTION J A a " asphalt, brown, sandy GRAVEL (Fill) Loose to medium dense, gray to dark gray, REFUSE and silty fine 10 — SAND: damp; paper, metal, nylon, cloth, fiberous waste, glass (Solid Waste Fill) 12— 14 — 16 -- 18 _Dense to very dense, silty fine 20 -, to medium SAND: damp; laminated occasional gravel; NP,SP 22 24 26 28 30 Figure 3 (Glacial Outwash) END OF HOLE PROJECT Trans. Stn. Improvements Bow Lake Trans. Stn Seattle, WA. GROUND WATER CONDITION MOISTURE CONTENT % 0 SPT RESISTANCE A 10 20 30 40 50 60 70 50/ E" P DATE 10 -24 -88 LOGGED BY SHE ELEVATION 243' DEPTH 29' HOLE NO BH -2 SHEET 1 of 1 HONE CONSULTING ENGINEERS, INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale PROJECT #88110 BORE HOLE LOG DEPTH (feet) DEPTH DESCRIPTION [SAMPLE GROUND WATER CONDITION MOISTURE CONTENT •/• SPT RESISTANCE A 10 20 10 •40. 50 60 70 • Rip -rap quarry spa • - • 2- Medium dense, brown, silty fine SAND: moist; some gravel; NP,SP ``y �- 4- (Fill) -' Loose to medium dense, dark brown, • 6_ REFUSE and sandy gravelly SILT; rA moist (Solid Waste Fill) II ril ,- 10- a - 12-- Loose to medium dense, gray, silty fine SAND: some gravel; moist to wet at base Fr - 14- (Fill) • r- 16 - - 18- El • -- 20- 22-0 . - 24 - ►0 -'_ . 1 ---- -� III 1 _I 1 -- 26 - Medium dense, b rown and gray, REFUSE and silty fine SAND: -- 28 - some gravel; glass, fiber, ti plastic; moist to wet (Solid Waste Fill) r-30- • - 32- i • FIA ow 1 �� Figure 4 PROJECT Trans. Stn. Improvements DATE _10 -24.88 HOLE NO. BH-3 LOGGED BY SHE Bow Lake Trans. . Stn , ELEVATION 246' SHEET 1 0 2 Seattle, WA. oEPTK 49' • HONG CONSULTING ENGINEERS, INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale v PROJECT #88110 BORE HOLE LOG DEPTH Octet) SOIL DESCRIPTION 'SAMPLE n G7 Z O O O •3 G E.; MOISTURE CONTENT V. 0 SPT RESISTANCE 10 20 30 40 50 60 70 • 36 38 40 42 44 46 48 50 —Z • • Dense, gray, silty fine SAND: laminated; moist; SP (Glacial Outwash) e — END OF HOLE • Figure 4A PROJECT Trans. Stn. Improvements DATE 1- , HOLE N0. BH -3 LOGGED SY SHE Bow Lake Trans. Stn. ELEVATION 246 SHEET 2 of 2 Seattle, WA. DEPTH 49' HONG CONSULTING ENGINEERS, INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale PROJECT #88110 BORE HOLE LOG ... DEPTH {feet} SOIL DESCRIPTION SAMPLE 1 .,, GROUND WATER CONDITION ---- -r MOISTURE CONTENT 64 CO SPT RESISTANCE io 20 30 40 SO 6, 60 TO.� — - 2— 6 — ' — — 10— 12_ 14— — 16— 18— :::: � . 24 26 28 30 _ — 32 4 3" as_pha.l t, 6" sandy gravel . FA:1 - 'v, III ei: 0 II O. IN FrAl ►, A Fr4A. NA aft . . Very dense, brown, sandy fine GRAVEL: moist GW (Fill) --- �--- -- ,r 11111 Dense, brown, silty fine SAND: gravelly at g y a top; moist to saturated; SP (Fill) II i Loose to medium dense, brown to gray, REFUSE and sandy SILT: moist; glass, metal, fiber, brick (Solid Waste Fill) . ,,.' ill 1 MI ni 111 mil �-- ., e►. II ,, lli Medium dense, gray, SILT: moist; gravel layers; peaty organics at top'; plastic (Fill) 111 Figure 5 PROJECT Trans. Stn. Improvements DATE 10-24-88 HOLE NO. BH -4 LOGGED 8r SHE Bow Lake Trans. Stn. ELEVATION,, SHEET 1 of 2 Seattle, WA. • 3244' DEPTH HONG CONSULTING ENGINEERS., INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale PROJECT #88110 BORE HOLE LOG DEPTH (feet) DEPTH DESCRIPTION E SAMPLE 1 GROUND WATER CONDITION MOISTURE CONTENT 44 SPT RESISTANCE 10 20 .30 40 80 60 70 , ....36 -- 38.~ —40 — - ,- -1 — — r-- — — ,_ — — -- — — _4 Dense, brown, silty, fine SAND: laminated with silt laminates — SP -ML (Glacial Outwash) . —x ' . ,.._„__,_.., 4 END OF HOLE - .. — .. _ , / Figure 5A PROJECT Trans. Stn. Improvements DATE 10 -24 -88 HOLE NO. BH LOGGED SY SHE Bow Lake Trans. Stn. ELEVATION 244 SHEET 2 or 2 Seattle, WA. DEPTH 39' HONG CONSULTING ENGINEERS, INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com. - Always Verify Scale PROJECT #88110 BORE HOLE LOG DEPTH (feet) SOIL DESCRIPTION SAMPLE I GROUND WATER CONDITION MOISTURE CONTENT •1. et SPT RESISTANCE ICI .20 30. 40 .50.6.0 70 Dark brown, sandy gravelly SILT (Fill o.q 4 . 8-- 10 _ 12 -- 14 — 16— 18 —, 20 -y 22 - 24 26 28 _ 30 — 30 2 — 4 • 'A` TA , ■ rAl ■ tj Medium dense, dark gray to gray, silty fine SAND: slightly plastic 'at top; SP; refuse, wood, glass, etc.; moist (Fill) _ , . Loose to dense, brown to gray REFUSE: mucky, saturated in places; glass, plastic, etc. (Solid Waste Fill) . Medium dense to dense, gray, silty fine SAND: saturated with refuse glass, wood, cloth, plastic; garbage odor (Solid Waste Fill) 10 -25 -$8 * MI 0845 . gR v • 11 'l►, 1-4 10- 25 -88* P, y 0915 • • • Very dense, gray, mottled, gravelly SILT: moderately plastic; 2 interbed of fine to medium sand (Till) Figure 6 PROJECT Trans. Stn. Improvements DATE 10- 25 -88• HOLE NO. BH -5 LOGGED BY SHE Bow Lake Trans. Stn. ELEVATION 245' SHEET 1 of 2 Seattle, WA. DEPTH . 44' HONG CONSULTING ENGINEERS, INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale PROJECT #88110 BORE HOLE LOG DEPTH (feet) SOIL DESCRIPTION a � a 0 GROUND WATER CONDITION MOISTURE CONTENT °/e SPT RESISTANCE ei to zo 30 40 SD 60 70 .- •36 -- - 38 -- - -40-.. Very dense, gray, mottled, gravelly SILT: moderately plastic; 42 -' 2" interbed of fine to medium sand -.44 '1 (Till) . -____ . . 50/5' 55/6" -46 - - *Perched water tables penetrated - - while drilling - - - 1 Figure 6A PROJECT Trans. Stn. Improvements DATE 10-25-88 HOLE NO. BH-5 LOGGED BY SHE Bow Lake Trans. Stn, ELEVATION 245' SHEET 2 or 2 a• Seattle, WA. DEPTH 44` HONG CONSULTING ENGINEERS, INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale SECTION C -6 GOLDER ASSOCIATES (1992) Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale A SUMMARY TEST PTT LOGS TP -1 10 FT SW OF FIRE HYDRANT - 2/19/92 0.0 -35 ft 3.5 - 7.0 ft. Compact, olive brown, coarse to fine SAND and coarse to fine GRAVEL, some Clayey Silt, little Cobbles, SM (SOIL FILL). Loose, gray SAND and..GRAVEL mixed with Refuse - rags, plastic and wood debris, SM (SOIL FILL). Sample at 1.0 feet Side -walls caving at six feet 1.5 -inch metal water -line encountered at 7.0 ft. Water -line did not show any signs of damage. Test pit terminated at 7.0 ft. TP -2 55 FT SW OF FIRE HYDRANT - 2/19/92 0.0 - 8.0 ft. Loose, brown, Silty coarse to fine SAND and GRAVEL mixed with Refuse - primarily wood debris consisting of tree roots, limbs and logs. Occasional plastic and paper debris, SM (SOIL FILL). 8.0 - 11.5 ft. Compact, gray, fine to coarse SAND, some Gravel, trace Silt (NATIVE OUTWASH SAND). 4-inch thick asphalt slabs encountered near surface (0.5 ft) Test pit terminated at 11.5 ft. TP -3 SOUTH OF EMPLOYEE PARKING LOT - 2/19/92 0.0 - 2.0 ft. Loose, brown, Silty coarse to fine SAND, some fine Gravel, SM -SP (SOIL FILL). 2.0 - 8.0 ft. Loose, dark gray, Silty SAND, some medium to fine Gravel mixed with Refuse - wood, plastic and paper debris (REFUSE FILL). 8.0 - 13.5 ft. Loose REFUSE - paper, cans, glass bottles etc. Very little soil mixed with the refuse (REFUSE FILL). 13.5 - 15.0 ft. Loose, dark gray, Silty coarse to fine SAND, little Gravel, occasional glass and plastic fragments, mixed with pockets of clean, gray, medium to fine SAND (BOTTOM OF REFUSE FILL). Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale TP-4 . NORTH OF EMPLOYEE PARKING LOT - 2/19/92 0.0 - 3.0 ft. Loose, brown to grayish olive green, coarse to fine SAND, little to some coarse to fine Gravel, trace to some Silt, SM (SOIL FILL). 3.0 - 6.0 ft. Very dense, dark gray, Silty SAND and GRAVEL with occasional glass, metal and plastic fragments. Soil is very difficult to excavate with a backhoe (REFUSE FILL). 6.0 -13 ft. Loose, dark gray, Silty, medium to fine SAND mixed with Refuse - abundant metal cans, glass, plastic and paper debris (REFUSE FILL). ' Refuse appears to be supported in a soil matrix. 13.0 -15.0 ft. Compact to dense, gray, medium to fine SAND (NATIVE OUTWASH SAND) Sample at 2.0 feet. Slight water seepage at 3.0 ft. Moderate water seepage and minor caving at 13.0 ft. Test pit terminated at 15.0 ft. TP -5 WEST EDGE OF SITE - 2/1.9/92 0.0 - 3.0 ft. Loose, brown, Silty coarse to fine SAND, trace Gravel. Occasional glass fragments (SOIL FILL). 3.0 - 5.0 ft. Dense, gray to olive brown, medium to fine SAND, SP (NATIVE OUTWASH SAND). Sample at 4.0 feet. Test pit terminated at 5.0 ft. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale SUMMARY HAND -AUGER LOGS HA -1 NORTHWEST CORNER OF SITE - 2/19/92 0.0 - 2.5 ft. Loose, brown, coarse to fine SAND, little Silt, little Gravel, SM (SOIL FILL). 2.5 - 4.5 ft. Dense, brownish -gray, coarse to fine SAND, little to fine Gravel, SP (NATIVE OUTWASH SANDS). Gravel prevents further advancement of auger at 4.5 ft. Hand auger hole terminated at 4.5 ft. HA -2 50 FEET WEST OF THE GATE VALVE - 3/9/92 0.0 - 2.0 ft. Loose, brown, Silty, coarse to fine SAND, little medium to fine Gravel, SM (SOIL FILL). Obstructions (cobbles ?) prevent further advancement of auger beyond 2.0 feet. Three separate attempts were made. HA -3 WEST OF THE ACCESS ROAD - 3/9/92 0.0 - 1.5 ft. Compact, brown, coarse to fine SAND, trace Silt, SP (SOIL FILL). 1.5 - 3.0 ft. Compact, gray, coarse to fine SAND, SP (NATIVE OUTWASH SAND). Soil is becoming wet at 2.0 feet. Hand -auger hole terminated at 3.0 ft. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale SECTION C -7 HONG WEST & ASSOCIATES (1994) Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale .. HONG WEST & ASSOCIATES , INC . DRILLING COMPANY: DRILLING METHOD: SAMPLING METHOD: a- DESCRIPTION .BORING LOG TOTAL DEPTH: Feet SURFACE ELEVATIDN: Feet • MEASURING POINT EL.: Feet Poorly Graded Sand with Silt Poorly Graded Sand with Silt and Gravel Poorly Graded Sand with Gravel DISTURBED (SPT) Sample Location Sample with recorded blows per toot obtained using a spilt spoon sampler and the Standard Penetration Test (SPY). • Ndst. Cont. (x) ! Pen. Resistance (blows /toot) • 0 20 40 60 80 NOTE: This Iop of subsurface Conditions applies only at the specified location and on the data Indioated. PROJECT: BOW LAKE TRANSFER STA. BORING: LEGEND LOCATION: King County, Washington PROJECT NUMBER: 93112 -2 DATE COMPLETED: LOGGED BY: PAGE: 1 OF 1 Figure 2 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale HONG WEST & ASSOCIATES , INC. BORING LOG DRILLING COMPANY: Pacific Testing Laboratories DRILLING METHOD: 4 -inch I.D. CFHS Auger SAMPLING METHOD: SPT TOTAL DEPTH: 44.0 Feet SURFACE ELEVATION: :273 Feet MEASURING POINT EL.: Feet w z co 17) V tf7 17) X .4 a M o vi d 3 0— 5— 10— 15— 20— 25— N —VALUE (blowslttf II-18-10 26 lrl2- 50/2' 6-6 -12 21 17-10-18 26 20-25 -26 51 HOIST. CONT. (x) DESCRIPTION Loose to medium dense, brown, gravelly SAND: moist. Contains glass, slag. concrete and brick fragments. - Obstruction at 2 feet. Pulled auger and moved 2 feet east. Obstructions between 3.5 and 8.5 feet. Refusal. Pulled auger and moved east 2 feet. (FILL) Artitically high blow count. Soil Is dark gray below :10 feet with higher ,percent of fine gravel. Cobbles @ 10.5 feet. Medium dense. gray. poorly graded, fine to medium SAND with silt and gravel: moist. Numerous pieces of glass. Also wire, ashes, wood and a nail. (FILL) Soil is similar but color varies from light to dark gray: slightly higher gravel content. Obstruction @ 20 feet. Soil sample is brown. Gravelly trom 24.5 to 28.0 feet. • Moist. Cont. VC) Pen Resistance (blows /foot) 0 "20 40 80 80 A L NOTE: This log of subsurtace conditions applies only at the specified location and on the date Indicated. PROJECT: BOW LAKE TRANSFER STA_ BORING: • BH -1. LOCATION: North WSDOT Fill Area DATE COMPLETED: 02/21/94 LOGGED BY: Rod Faubion PROJECT NUMBER: 93112 -2 PAGE: 1 OF 2 Figure 3 Provided to.Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale 25- 20 -50/8" 30— N -VALUE Ibtows /tt) 5 -8-15 24 NO1ST. CONT. !X) 5-15 -15 30 . 35— 15 -22 -45 (17 40— 10 -I0-10 20 45-- 50— 0 S S- U) HONG WEST G ASSOCIATES , INC. BORING LOG 0 SOIL CLASS. DESCRIPTION At 28 feet, sampler bounces: wood in shoe of sampler. Artifically high blow count. r Medium dense, gray, poorly graded, line to medium SANG with silt and gravet:.moist. Few large (i:li-inch) roots in upper part of sample. r^,w,Q- Sand with scattered 1" Deds of silty sand. Becomes dense to very dense. Becomes medium dense. Bottom of Boring at 44.0 feet. SPT samples taken with free falling 140 ID. hammer dropping 30 inches. L • Moist. Cont. (X) ! Pen. Resistance (blows /toots 0 20 40 60 80 PROJECT: BOW LAKE TRANSFER STA. BORING: BH -1 LOCATION: North WSDOT Fill Area DATE COMPLETED: 02/21/94 LOGGED BY Rad Faubion PROJECT NUMBER: 93112-2 PAGE: 2 OF 2 Figure 4 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale SECTI "ON C -8 HWA GEOSCIENCES INC. (2003) Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING COMPANY: Holocene Drilling SURFACE ELEVATION: 279.00 t feet DRILLING.METHOD: Hollow -Stem Auger, Mobile B -61 truck rig SAMPLING METHOD: SPT w/ Autohanimer LOCATION: See Site 8 Exploration Plan, Figure 2 DATE STARTED: 10/9/2003 DATE COMPLETED: 10/9/2003 LOGGED BY: B. Thurber 0 5— 10 — 15 20 — 25 — 30 — For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. U O in 0) D DESCRIPTION SAMPLE TYPE 37:1 cy - o C; GM C Medium dense. olive -brown, silty, sandy, fine to coarse GRAVEL, moist. (RECENT FILL) SM Cuttings: orange- brown, silty, fine to medium SAND, dry. Medium dense, rust- one gray - mottled 1101 brown, silty, gravelly, fine to medium. SAND, damp. (WEATHERED TILL) — — — LGM w- or ic, a t) Gravelly drill action, 7 to 15 feet. Very dense, olive- brown, silly, fine to coarse sandy, fine to ,C, ( coarse GRAVEL, moist to wet, o C° (TILL) )c C s- ( o C� }ci C SM Dense, olive- brown, silty, gravelly, fine to coarse SAND, moist; with approx. 2• inch stratified sand bed at 16 feel. (ICE - CONTACT STRATIFIED DRIFT) Dense, olive - brown, silty to clean, fine gravelly, fine to medium SAND, moist. Stratified. SP Dense, light olive -brown to gray, clean, fine to medium SAND, damp. Dense, light gray, clean, tine to medium SAND, damp to moist. SAMPLE NUMBER S -1 5-7-10 X S -2 30- 50/2" 8 -3 6.17 -25 GS pH /R Al 5-4 10 -17 -21 A S -5 10 -21 -25 GS pH /R NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be Indicative of other times and/or locations. GROUNDWATER Standard Penetration Test (140 Ib. weight, 30° drop) A Blows per tool 10 20 30 0 6 x ww 0) 40 50 0 A • A 5 —10 — 15 — 20 20 40 60 80 100 Water Content ( %) Plastic Limit 1 0 1 Liquid Limit Natural Water Content 30 BOW LAKE TRANSFER STATION FMP UPDATE AND IMPLEMENTATION HWAGEOSCIENCES INC, TUKWILA, WASHINGTON BORING: BH -2 PAGE: 1 of 2 PROJECT NO.: 2003 -008 FIGURE: A2 BORING 2003008.GPJ 1/9/04 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING COMPANY: Holocene SURFACE ELEVATION: 279,00 ± feel DRILLING METHOD: HoltowStem Auger, Mobile B -01 truck rig SAMPLING METHOD SPT w/ Autohammer LOCATION: See Site & Exploration Plan, Figure 2 DATE STARTED: 10/9/2003 DATECOMPLETED; 10/9/2003 LOGGED BY: B. Thurber O co 8 DESCRIPTION 35 — 40 — 45 — 50 — 55 — 60 — Dense, light gray, dean 10 slightly silty. fine to medium SAND, moist. Minor silty sand lenses, 1 -5 mm thick. Dense, light gray, clean, fine to medium SAND, damp. Appears massive. Very dense, light gray, clean, fine to medium SAND, damp. With lenses of slightly silly sand, 3 -5 mm thick. Borehole terminated at 41.5 feet. No ground water seepage encountered during drilling. Borehole abandonedwith bentonite chips. ft w w zz J w a 2 S -6 S -7 14 -24 -26 S -8 12 -27-39 OTHER•TESTS For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies ont•at the specified location and on the date Indicated and therefore may'not necessarily be indicative of other times.and/or locations. GROUNDWATER Standard Penetration Tel (140 Ib. weight, 30" drop) A Blows per foot 0 10 —0 30 40 50 °t. 30 .... .... .... 1...... .: 35 40 45 — 55 0 20 40 60 80 100 Water Content (%) Plastic Limit I- -0-- -I Liquid Limll Natural Water Content 60 J BOW LAKE TRANSFER STATION FMP UPDATE AND IMPLEMENTATION HWJ&GEOSCIENCESINC. TUKWILA, WASHINGTON PROJECT NO.: BORING: BH -2 PAGE: 2 of 2 2003 -008 FIGURE: A2 BORING 2003008.GPJ 119104 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING COMPANY: Holocene Drilling SURFACE ELEVATION: 275 -00 ± feet DRILLING METHOD: Hollow-Stem Auger, Simcoe 4000 tracked rig SAMPLING METHOD: SPT w) Cathead LOCATION: See Site & Exploration Plan, Figure 2 DATE STARTED: 10/10/2003 DATE COMPLETED: 10/10/2003 LOGGED BY: B. Thurber w aL 0 5— 10 — 15 — 20 — 25 - USCS SOIL CLASS DESCRIPTION J `' a0 3 0 I o C ? lac v - .( 0 c GM ( C C ( 0 Cuttings: Light gray. silty, sandy GRAVEL, dry. Medium dense, light yellow- brown, silty, sandy, fine to coarse GRAVEL, dry. (RECENT FILL) ✓"l, GM Glass in cuttings at 7 feet. .. 0 Gravelly drill action, to 19.5 feet. '• 0 Very dense, stratified dark brown, yellow - brown, fo( c gray - brown, and reddish -brown (2 -3 inch layers), silly, sandy, fine to coarse GRAVEL moist, Glass fragments (clear) at 9 teat, In 2 Inch layer of abundant glass: one piece s o ( c of plastic sheeting, (OLDER FILL with REFUSE) ) 6 -Inch long, 1/2 -Inch metal pipe in cuttings from approx. 10 feel. ( o r ) o , Drove rock; blow counts overstated. Dense, dark brown, silty, sandy, fine lo coarse GRAVEL, wet. Trace broken glass and partly decomposed, blackened a kr wood. Peaty odor. ° C1L ) 9 ( Medium dense. reddish -dark brown, silty, sandy, fine to 0 o coarse GRAVEL, wet. With a 112 -inch black cinder. )d o v 0 Fast, smooth drill action from 19.5 to 35 feel. J oC)r )r. n / 0 ( Medium dense, dark brown -gray, silty, sandy, One GRAVEL, wet. One piece of packing tape. SM Loose, dark brown, silty, fine gravelly, fine to coarse SAND, wet, over rust - mottled brown and gray grading to blue -gray, silty fine to medium SAND, wet. Trace broken glass, hard w w a v`rf SAMPLE NUMBER OTHER TESTS XS-1 6-10-11 GS S -2 21 -27 -30 S -3 60/5" S-4 8 -7 -7 X S -5 4 -5 -6 pH /R - X S -6 2 -4 -5 GS PH/ OC Cam-_ 30 — For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. tu U_ Wh Q 0 Q)) 0 Standard Penetration Test (140 Ib. weight, 30' drop) ♦ Blows per foot 10 20 30 40 a-6 50 0 NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be Indicative of other times and /or locations. A » 0 20 40 60 80 100 Water Content (%) Plastic Limit f- --O- -I Liquid Limit Natural Water Content 5 10 15 20 25 30 BOW LAKE TRANSFER STATION FMP UPDATE AND IMPLEMENTATION HWAGEOSCIENCES INC. TUKWILA, WASHINGTON BORING: BH -3 PAGE: 1 of 2 PROJECT NO.: 2003-008 FIGURE; A3 PZO 2003000.GPJ 1/5/04 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING COMPANY: Holocene Drilling SURFACE ELEVATION: 275.00 feel DRILLING METHOD: Hollow-Stem Auger, Simcoe 4000 tracked rig SAMPLING METHOD: SPT w/ Cathead LOCATION: See Site & Exploration Plan, Figure 2 DATE STARTED: 10/10/2003 DATE COMPLETED: 10/10/2003 LOGGED BY: B. Thurber 35 40 45 50 55 60 J 0 rn USCS SOIL CLASS DESCRIPTION w w a. Borehole terminated at 44.5 feet. Minor ground water seepage encountered between 13 and 35 feet. Piezometer installed to 30 feet (1 -Inch schedule 40 PVC). SAMPLE NUMBER OTHER TESTS S -7 2 -2-8 GS OC 8-8 7 -20 -21 5-9 20 -31-46 For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be IndicaUve of other times and/or locations. WO Ow 0. ti) 0 Standard Penetration Test (140 Ib. weight, 30" drop) A Blows per foot 10 20 30 40 0 .20 40 60 80 Water Content (%) Plastic Limit i --0- -I Liquid Limit Natural Water Content BOW LAKE TRANSFER STATION FMP UPDATE AND IMPLEMENTATION HWAGEOSCIENCES INC. TUKWILA, WASHINGTON PROJECT.NO.: .PZO' 2003008.GPJ 1/9/04 2003 -008 BORING: BH -3 PAGE: 2 of 2 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale 1GU E: A3 plastic, partly decomposed wood. Loose to medium dense, stratified gray, dark brown, and blackish -brown, slily, rine.gravelly, fine to medium SAND, wet. Trace broken gtassand mostly decomposed paper fiber In tower 6 inches, partly decomposed wood. SP Minor gravelly drill action below 35 feet. • Slough on top of sample: Blackish -brown soil as above, with 1/2-Inch thick layer of plastic bags. Dense, gray, clean, fine to medium SAND, moist. X (ICE CONTACT STRATIFIED DRIFT) Very dense, gray, clean, fine•to medium SAND, moist. Massive. X X Borehole terminated at 44.5 feet. Minor ground water seepage encountered between 13 and 35 feet. Piezometer installed to 30 feet (1 -Inch schedule 40 PVC). SAMPLE NUMBER OTHER TESTS S -7 2 -2-8 GS OC 8-8 7 -20 -21 5-9 20 -31-46 For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be IndicaUve of other times and/or locations. WO Ow 0. ti) 0 Standard Penetration Test (140 Ib. weight, 30" drop) A Blows per foot 10 20 30 40 0 .20 40 60 80 Water Content (%) Plastic Limit i --0- -I Liquid Limit Natural Water Content BOW LAKE TRANSFER STATION FMP UPDATE AND IMPLEMENTATION HWAGEOSCIENCES INC. TUKWILA, WASHINGTON PROJECT.NO.: .PZO' 2003008.GPJ 1/9/04 2003 -008 BORING: BH -3 PAGE: 2 of 2 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale 1GU E: A3 DRILLING COMPANY: Holocene Drilling SURFACE ELEVATION: 286.00 t feet DRILLING METHOD: Hollow -Stem Auger, Simcoe 4000 tracked rig SAMPLING METHOD: SPT w! Calhead LOCATION: See Site 8 Exploration Plan, Figure 2 DATE STARTED: 1019(2003 DATE COMPLETED: 10(10(2003 LOGGED BY: B. Thurber 5 10 15 20 25 30 USCS SOfL CLASS DESCRIPTION 0 GM ` C Cuttings and drill action: Loose, brown, silty, sandy, fine to coarse GRAVEL, moist. Gravel subrounded, ) o -) r • 0 -) _ 3 o - ) ° - )c • - pJ - o 7 - 0 J - 7 a — :r ° - )c o - )d' , O - }l - °1)c • ./ c5 ( GM , " C ( C C ( I ' ( j` () 0 ( (1` t7` ( ( b ( (11 U 1hp' Ip ( r r J 0 ti. ( it J \- IRECENT FILL) .- At 2 feel cuttings become dark brown. Drill action generally gravelly, from 2 l0 33 feel. Dense, gray - brown. silty, fine to medium sandy, fine to coarse GRAVEL, moist. Trace wood fibers. (OLDER FILL with REFUSE) Hard, gravelly drill action at 3.3.5 and 6.6.5 feel. Dense, dark brown to blackish- brown, with minor light brown, organic, silty, fine to medium sandy, fine to coarse GRAVEL, moist. Mild peaty odor. Hard, gravelly drill action al 10 to 11 feet, Medium dense, stratified blackish -brown to dark gray, silty, sandy, fine to coarse GRAVEL, moist. Partly decomposed wood fragments In 1 -inch layer at 14 feet. Medium dense, reddish brown and gray -brown grading to blackish- brown, silty, sandy, fine to coarse GRAVEL, moist, Mild peaty odor. Trace broken glass, brick, and plastic sheeting in blackish -brown portion (18.5.19.5 feet). 2 -inch thick partly decomposed wood. Medium dense, stratified blackish - brown, blue -gray, and brown, organic, silty, sandy, fine 10 coarse GRAVEL, moist grading to wel. Trace broken glass and porcelain. Medium dense, dark brown with some blackish -brown, silty, sandy, fine GRAVEL, wet. Trace broken glass, brick fragments, partly decomposed wood fragments. w a SAMPLE NUMBER w O Standard Penetration Test Z ar in c n w (140 lb. weight, 30" drop) rq c r�j e Blows per loot w to W 1- W U W y 5.1 24.17 -19 S -2 11 -17 -19 S -3 11 -8-5 5 -4 4-8 -10 X\1 S -5 7 -10 -12 10 20 30 40 For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified Location and on the dale indicated and therefore may not necessarily be indicative of other times and/or locations. A A 20 40 60 80 100 Water Content ( %) Plastic Limit i 0 I Liquid Limit Natural Water Content Ohni BOW LAKE TRANSFER STATION FMP UPDATE AND IMPLEMENTATION HWAGEOSCIENCES INC, TUKWILA, WASHINGTON BORING: BH -4 PAGE: 1 of 2 PROJECT NO.: 2003-008 FIGURE: A4 PZ0 2003008.GPJ 115104 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING COMPANY: Holocene drilling SURFACE ELEVATION: 286.00 t (eel DRILLING METHOD: HOliowiStem Auger; Simcoe 4000 tracked rig SAMPLING METHOD: SPT w/ Cathead LOCATION: See Site & Exploration Plan. Figure 2 DATE STARTED: 10/9/2003 DATE COMPLETEQ: 10/10/2003 LOGGED BY: B: Thurber z a. O 30 35 40 45 O m USCS SOIL CLASS DESCRIPTION - le -oC( a u - .t° C)' '- C Medium dense, dark brown, silty, gravelly SAND, wet. - o C ( Trace glass. fragments, including melted amber and green ;' ` glass; trace partly decomposed wood fragments. SM - Loose, light gray and olive -brown, very silty, fine to medium - • SAND, moist. •Roollels at 39 feet. Massive appearance. (WEATHERED DRIFT /'COLI.UVIUM) SP - - Medium dense, yellow - brown, dean, fine to.medlum SAND, damp to moist. 3lenses•of rust- brown,•slightly silty sand. (ICE CONTACT STRATIFIED DRIFT) - Medium dense, light gray, clean, fine to medium SAND, moist. Stralfed, with 3-5 mm lenses of slightly silty sand. 50 — 55 •-r Borehole terminated al 49.5 feet. Minor ground water seepage encountered botween 25 and 35 feel. Piezorneter installed to 33 feel (1 -inch schedule 40 PVC). w u) SAMPLE NUMBER w 0 Z I^ 0) W C o 0- Standard Penetration Test (140 Ib. weight, 30" drop) A Blows per foot 10 20 30 40 `. 5-9 7 -12 -11 A XIS-10 7 -11 -16 60 — For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated and therefore may not necessarily be indicative of other times and/or locations. 0 20 40 60 80 Water Content ( %) Plastic Limit Liquid Limit Natural Water Content 100 BOW LAKE TRANSFER STATION FMP UPDATE AND IMPLEMENTATION HWAGEOSCIENCES INC. TUKWILA, WASHINGTON PROJECT NO.: PLO 2003008.GPJ 119104 20.03 -008 BORING: BH -4 PAGE: 2 of 2 'FIGURE: A4 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - AlwaysVerify Scale DRILLING COMPANY: Holocene Drilling SURFACE ELEVATION: 279.00 feel DRILLING METHOD: Hollow -Stem Auger, Mobile B -61 truck rig SAMPLING METHOD: SPTwI Autohammer LOCATION; See Site & Exploration Plan, Figure 2 DATE STARTED: 10/9/2003 DATE COMPLETED: 10/9/2003 LOGGED BY: B. Thurber 5— 10 — 15 -- 20 — 25 — 30 — For.a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. 4 co w USCS SOIL CLASS DESCRIPTION SAMPLE TYPE SAMPLE NUMBER S -1 5 -7 -9 S -2 8 -13 -14 i OTHER TESTS S -3 8-13-14 GS pHIR S -4 14-26-35 • 5 -5 15 -15 -18 GS }` pHIR NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and there foremay not necessarily be Indicative of other times and/or locations. GROUNDWATER Standard Penetration Test (140 Ib. weight, 30" drop) A Blows per foot 0 10 20 30 40 50 ci 0 A A » 5 -- 10 — 15 20 — 25 30 20 40 60 80 100 Water Content ( %) Plastic Limit I --t$ --J Liquid Limit Natural Water Content BOW LAKE TRANSFER STATION 1 FMP UPDATE AND IMPLEMENTATION HWAGEOSCIENCES INC. TUKWILA, WASHINGTON PROJECT NO.: BORING: BH -5 PAGE: 1 of 2 2003 -008 FIGURE: A5 BORING 2003008.GPJ 119104 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale SM 6 Inches sawdust (next to small pile) over quarry spell over loose to medium dense, olive - brown, silty SAND, damp. (RECENT FILL) SP SM Medium dense, olive- brown, clean to slightly silly, fine to medium SAND, moist. (ICE CONTACT STRATIFIED DRIFT) Medium dense, light olive- brown, clean, fine to medium SAND, moist. Minor silty sand lenses, 1 -10 mm thick. Medium dense, light olive- brawn, slightly silty, fine to medium SAND, moist. Very dense, light gray, clean, fine to medium SAND, damp. Dense, light gray, clean, fine to medium SAND, dry So damp. Stratified, 1- to 8 -inch thick beds. SAMPLE TYPE SAMPLE NUMBER S -1 5 -7 -9 S -2 8 -13 -14 i OTHER TESTS S -3 8-13-14 GS pHIR S -4 14-26-35 • 5 -5 15 -15 -18 GS }` pHIR NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and there foremay not necessarily be Indicative of other times and/or locations. GROUNDWATER Standard Penetration Test (140 Ib. weight, 30" drop) A Blows per foot 0 10 20 30 40 50 ci 0 A A » 5 -- 10 — 15 20 — 25 30 20 40 60 80 100 Water Content ( %) Plastic Limit I --t$ --J Liquid Limit Natural Water Content BOW LAKE TRANSFER STATION 1 FMP UPDATE AND IMPLEMENTATION HWAGEOSCIENCES INC. TUKWILA, WASHINGTON PROJECT NO.: BORING: BH -5 PAGE: 1 of 2 2003 -008 FIGURE: A5 BORING 2003008.GPJ 119104 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale PROJECT. NO.: 2003 -008 BORING: BH -5 PAGE: 2 of 2 FIGURE: A5 DRILLING COMPANY: Holocene Drilling SURFACE ELEVATION: 279,00 * feet DRILLING METHOD: Hollow -Stem Auger, Mobile B-61 truck rig SAMPLING METHOD: .SPT w/ Autohammer LOCATION: See Site & Exploration Plan, Figure 2 DATE STARTED: 10/9/2003 DATE COMPLETED: 10/9/2003 LOGGED BY: B. Thurber' z w$ o� 30 — 35 — 40-- 45 .— 50 — 55 .-- m 2 N USCS SOIL CLASS DESCRIPTION Medium dense, Tight gray, clean, fine to medium SAND, damp. Massive. Dense, light gray, clean, fine to medium SAND, damp. Stratified, beds 1- to 6- inches thick, with 4 mm silty sand lens. Very dense, light gray. clean, fine to medium SAND; dry to damp. Massive. Borehole terminated at 41.5 feet. No ground water seepage encountered during drilling. Borehole abandoned with bentonite chips. gw a. to SAMPLE NUMBER w U z Q ev. S-6 8 -12 -15 `j S -7 9 -16 -20 S-8 15 -26 -26 60 — For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: Thls log of subsurface conditions applies only at the specified location and on the date Indicated and iherefore.may not necessarily be Indicative of other times and/or locations. GROUNDWATER Standard Penetration Test (140 Ib. weight, 30 'drop) A Blows per foot 0 10 20 ® 30 40 50 30 ' 35 x-40 — 45 50 — 55 20 40 60 80 100 Water Content ( %) Plastic Limit I--1111-1 Liquid Limit Natural Water Content 60 BOW LAKE TRANSFER STATION FMP UPDATE AND IMPLEMENTATION HWAGEOSCIENCES INC. TUKWILA, WASHINGTON BORING 2003008:GPJ 119/04 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale rfirrn U Wei HWA GEOSCIENCES INC. VICINITY MAP BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON FIGURE NO, 1 PROJECT NO. 2003 -008 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale f��, ����r�rfiurritrierrrrrrtrt�rrrrrrr����f�� .,��t,�� ; aaa��`;' Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa,com • Always Verify Scale grip 8 Lided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale Provided to Builders Exchange o} WA, Inc. For usage Conditions Agreement see A 210 3 0 0 90 W 2 8 0 2�0 .0 4 r 2�0 240 2 3 0 20 2 1 0 0 0 ELEVATION 1 9 0 I 14-0 y 130 -- 120 — 110 fI 100 The subsurface conditions shown are based on widely spaced borings and test pits and should be considered approximate. Further, the contact lines shown between units are interpretive in nature and may vary laterally or vertically over relatively short distances on `site. VOW PR�IIEC1 \2 J V,IIi"rA FiEFUSE 0132,. irANTAvairom ' EAST ACCESS ROAD ' • 'AVEMENT IL A S : F1U O 0- AVATAVAVIA IMF - AVM IRty•IFAIWZIle iVAVAVAMPIV 15—∎ —AT IA - .'e �..A\i.V VAVAVAVAMI ATA TAT VA` AVAVAVitir_ .• �IltclaL: DEPOSfTS FILL L :- HORIZONTAL SCALE: 1 •=30' 0' 15' 30' 60- 0' 15' 30' 60. VERTICAL SCALE: 1 -.30- FILL WSDOT FILL REFUSE BURN FILL I.. 1 LEGEND N T EXPLORATION DESIGNATION AND SITE PLAN SYMBOL &VALUE - (BLOWS 0011 STANDARD PEW-MARMITE-ST NON.STANO*ROPENETRATJO TEST WATER LEVEL AT'TWE OFOREJJSO WATER LEVEL MEASURED N PSzTFR ON THE DATE INDICATED. WrERAED OF(%OGIC CONTACT RAND PACK AND SCREEN PRERVAL BOTTOM OF BORING EXISTING GRADE PROPOSED GRADE GMBOW HWAGEOSCIEN(�S INC LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CROSS SECTION A -A' S.Af`M ST EEK FI.OEE Na 3A -1 nI®.r» D.T. 07.23,08 moue Nu 2003-008 -21 a a a m 3 m D T a O 3 3 m 1 8 3 D m3 rT J J EXISTING GROUND SURFACE A' ( •EXISTII D BUILDING •c W •a a LA 3G0,.�dAeig,L�r.ri A Ai ���T�T�l�T10 Ti7Ai 6`Pi►�'/►' Fug WITH 'VS!, ' A. 1-'n IrATATA,Frete L r- Z STORAGE Rif GL.pq A. DEPOSITS--- 3 1 0 3 0 0 - 290 2 8 0 1- 270 - 260 250 240 2 3 0 2 2 0 2.1 0 200 1 9 0 - 1 E3 0 - 1 7 0 160 150 140 - 1 3 O L- 120 L 110 L LEGEND 0 EXPLORATION oE^4NATION m AND SITEP4AN sweet 20 (29 35 Q 1 i NNALUE • IELDIATUF00T) STANDARD PENETRATION TEST NONSTANDARD PENETRATION TEST WATERLEVEL ATTRIE OFORWIND WATER LEVEL MEASURED IN PE20METER ON ME DATE I0T TED. ---?._ WFERRE() GEOLOGIC CONTACT SANO PACKAND SCREEN INTERNAL BOTTOM Of WRING EASTIN0 GRADE PROPOSED GRADE FILL WSDOT FILL REFUSE BURN FILL The subsurface conditions shown are based on widely spaced borings and test pits and should be considered apprmdmate. Further, the contact lines shown between units are Interpretive in nature and may vary laterally or vertically over relatively short distances on si te s''D03 PR0t4TS\YD03- 068 -3T 5DW LAKE TRANSFER STATim1 \CAD \PD tAXE %SEC A- KAY@ HORIZONTAL SCALE 1 - =30' 0' 15' 30' 60' 0' 15' 30' 60' VER11CAL SCALE: 1 - =30' 1 0 0 1- W LL z 1-1 ELEVATI ❑N owBOW HW1�C i(�SING LAKE RECYCLING AND TRANSFER STATION CROSS SECTION m" °" > 3A -2 m al TUKWILA, WASHINGTON A -A' DATE PPR= ma 07.23.08 .2003-008 -21 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreemen UJ W LL ELEVATI❑ 3 1 0 3 O 0 S. 0 a0 Z 7 0 2 6 0 ^�°S0 40 230 2 2 0 2 1 0 2 0 0 1 9 0 1 EMI 0 B 0) 0 0 I EA 2 05 Z 13 I LL u.1 TO 0 1 ACCESS w ' AVAT[► 'i ►T\T. !s`A` '7. ATiV $oI►TI�l i . , &�A ;��FA 3TAWATATLTSTgT►7�f:1 AVAVI\TOrerr \v -i ..- r- + Gib` A. A..e�TAVAY,1r►TwKi a�sAIN FA'�ii►'IL►�'af.�TATdlratYv► ..•: ...:.a17A, fT •WATATATA i�Ye►T�►TA�AYi�AT�, VITA7gKATATi V<s i:�'::: x.10, 1bTAT LIWAVATATI�i�T�i`A . TA ��AT"70 w • I .I 1 7 0 160 1S0 140 1 3 O 1 2 0 110 �, T�lr VAT �a����raY�TT rArT,! , '51,1► 04. 4 ATAir PAntair►riA•A•AOATATA• • • :... . �AT�7IS'L',i`I>�\,Viti DIATATCALZ A • v AverATATi\TA' luny. yA�riar Ts' ' -Fr L' A JT1rATl'� AYAL. 50/ w 4431 .C29) 55/6' DEPDSIlS The subsurface conditions shown are based on widely spaced borings and test pits and should be considered approximate. Further• the contact lines shown between units are Interpretive in nature and may vary laterally or vertically over relatively short distances on site. St \'100.) PROJEC1S\2005- 0B-21 BOW LAKE TRAMSEH SIA110N \CAO\SOMMI E HORIZONTAL SCALE 1' =30' 0' 15' 30' 60' 0' 15' 30' 60' VERTICAL SCALE 1'=30' FILL WSDOT FILL REFUSE BURN FILL 77 z J 2 LEGEND 0 m 20 (29) WY' 35 CKPLDRATION DESIGNATION AND SITE PLAN SWBC1 NAIALLLE • 1810WS1F00T) STANDARD PEWIT/ATM TEST NOWSTA DARD PENETRATION TEST WATER LEVEL AT TDB of ORE WO WATER LLVEL MEASURED N PIEZI)MFTER OR THE OATS WOCATED. WPERRED MOLOGC CONTACT SAND PAIR AND SCREEN INTERVAL BOTTOM OF DORMS EXISTING 00/00 PROPOSED GRADE HV AGEOSCIENC ,SCF INC BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CROSS SECTION B -B' -B" mono M SL ow= rr Bt 313 -1 nor roam Lo, 07.23.08 2003- 008-21 "NEV snail X,XtX { Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale :: EXIST.ING 10 W O 0) N u- 0 EXISTING' GROUND. SURFAGF BUILDING B" PROPOSED . RETAININ -WALL A - - 3 1 0 - 3 0 O R81 WEST: ACCESS: X ..: m -- 'FILL .... • 25- Re 32 ' GLYICIAt. DEPOSIT 40 - 40 - 55. LEGEND 0 cl m EVPLORATiON DESIGNATION AND SITE PUN S'Y3130. N•VA(LE •TELOWSFOOT) STANOARO PENETRATION TEST NON$TANDAROPEREIRAPON TEST WATER LEVEL AT 'ORE OF DRUM WATEA LEV13A5:ASUSED131 PREZOYETER ON THE DATE INDICATED. INFERRED 25LEO IC'CONTACT BAND PACK( AND5CREEN INTERVAL 007713540F WRING E%ISTNOGRADE PROPOSED GRADE .Ai•y il4�} TH IS R E 11, :. `�� �R': i 02) OM) C35) (55) ($0? (50/67 CS . 4500 3/4/07 DEPIIIS TS (14°) G ACIAL .DEPIISITS .5523 (50/6') :GI-.I , DEPOSIT FILL WSDOT FILL REFUSE 0 BURN FILL The subsurface conditions shown are based on widely spaced borings and test pits and should be considered approximate. Further, the contact tines shown between units are interpretive in nature and may vary laterally or vertically over relatively short distances on site. 1YW51NANSFE( STAIION\CAD OWL E %SEC A -1.DWD HORIZONTAL SCALE: 1' ■30' 0' 15' 30' 60' 0' 15' 30' 60' VERTICAL SCALE: 1' =30' -J r 9 0 2 8 0 2 7 0 E 6 0 2530 2 4 0 2 3 0 2 2 0 210 2 0 190 1 2 0 170 2. 2 0 3.530 1- 3. 0 130 3.E 1_ 1- 110 _L 1 0 0 Ld LL1 L._ Z H ELEVATION UM A �N� BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CROSS SECTION B -B' -BIG 01‘1111 RI EEK 'm OD' '2 =on mAL ROE 07.23.08 PR6NLr NC* 2003-008 -21 VODKLA r Intentionally Blank J HWA GEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON FIGURE NO, 3C PROJECT NO. 2003 -008 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale LJ LJ L Z H ELEVATION D 310 300 —i 290 2 B 0 270 2 6 0 2 8 0 2-4 0 230 2 2 0 2.1 0 200 1 4 0 ru- W Y. iRAi ER- Pr1RKING ARE EAST ACCESS ROAD • TRAIL R LDADI EXIT PIT .... . J 1 ES —.! . . . _ . �! 170 —I 160 1890 1 4 0 1 3 0 1 2 0 110 100 I. AWAAMITIOWFILVA TrAwAT►VAVAAVA •WAN MAW /NOW VAVA TAllAt Ater 1`_ T,. TA "II TN MT r. VOW r RE IONS T A �L s„!, Al R rAMTAVAVAVA7A _ ATAT,�7 AwATAWAYAWLI ATI�j7>•`!ATAV Ly B FUSRtTJ1�� A• _ •- GL DE CIAL CISLTS •4 --‘......... . The subsurface conditions shown are based on widely spaced borings and test pits and should be considered approximate. Further, the contact lines shown between units are interpretive in nature and may vary laterally or vertically over relatively short distances on site. • SOD3 PROJECi5V0W- 008-21 BOW LAKE 1RANSFFx STATION \I HORIZONTAL SCALE: 1%--30' 0' 15' 30' 60' 0' 15' 30' 60' VERTICAL SCALE 1•=30' FILL WSDOT FILL REFUSE BURN FILL LEGEND 0 Y ZO 129 ) 50/3' 7— EN•PLORATKIR OFSIGIT1n@, MIDSrtE PIANO -AWL N .VnWE- (SLDTSsFOOT) BTANOARO PENEIRATI&1 Tarr NON•LTANOARO OENETRATION TEST Q WATER LEVEL Ar1 eEFERLLWO WATER LEVEL MEASLREO RI PIRnJETER; • Ore WHE.CATE INIXCATED W FEEREDOEOLOGIC CONTACT BAND PACK AND E8EEUINTERVAL BOTTOM OP BORING ExisTuto GRADE PRbPOSEDGRADE reI I1WAGE SclfNCES INC BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CROSS SECTION D -D' now n £EIE ciacm yr rorwd 3D -1 33 07.23.08 PROJECT'8 2003-008 -21 NEV OoKLS=0( Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale 1.-t7£ 3NI1HO1WW to N N N 1— F Li .0 + i - l NIL ,,a 1 =o �Q : i PRDPDSED • TR4II FR PARKING ‘,00! TANMTI P RR ER. 1JALL� 0 D IT: i T4 FAY tste • an E NG GRRXtp GSTIDD S JRf ACE ih 1- 13 w z N Z o 1- • W - Q • LEGEND N 0] EXPLORATION DESIONATKW ARD SITE PLAN SYMBOL W VALUE - DTLQV$FDOn STANDARD PENETRATION TEST NONSTANOARO PENETRATION TEST WATER LEVEL AT TIME Oi ORRIWG WATER LEVEL MEASURED IN PE?OIETER ON THE DATE. WDIGTED. - DIFERRED GEOLOGIC CONTACT SAND PACK MD SCREEN INTERVAL BOTTOM OF Sat WO EXISTING GRADE PROPOSED GRADE The subsurface conditions shown are based should be considered approximate. Further. interpretive in nature and may vary laterally site. 1 MA23,011-PRIXIDCTSVE TRANSFER ROASD : ACCESS: -0_ D' .,s�F�►TA� 1 L 1YCC. REFUS, b7- ' %MN' • ►s'' -- GLAGIA. DEPDSI S FILL WSDOT FILL REFUSE ti BURN FILL on widely spaced borings and test pits and the contact lines shown between units ate or vertically over relatively short distances on STATION\ CAD t80NLA10E-16EC A -K➢YA HORIZONTAL SCALE: 1' -30' 0' 15' 30' 60' 0' 15' 30' 60' VERTICAL SCALE 1' ..30' L 3 1 0 3.0 0 2 9 0 2 2 0 2 7 0 2 2 0 ^10 2 4 0 2 3 0 2 2 0 2 1 0 2 0'0 1 9 0 120 1 7 0 1 eS. 0 1 S 1 0 1 3 0 — 1 2 O 110 1 0 0 1- W LLJ LL Z ELEVATI ❑N IJITCE$ INC BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CROSS SECTION D -D' Bowen 61:1 3D_L DNm m n ex wn 07.23.08 Aoor6T No 2003-008 -21 TA Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale E F- LU L.L1 LL ELEVATION 3 10 3 00 9 0 2 2 0 2 '7 0 2 2 0 2 2 0 2 3 0 2 2 0 2 10 2 00 1 9 0 1 2 0 1. 7' 0 1 Co 0 1 1 ort 0 1 2 — 110 — : : SarD1 • • ACCESS r &STING ElUir8No I X • ROAD. ... 0 . a. •lw141. " ipitTe4 T111 4131A C.WAYAVAVAVAIPAVA AIWA .40 Awita-4 •-• 11.1FA AVATATA WAVA.VATffiniVATATATAWAVAVA7 YATAVITATAVAVA Aim ,t_pg..=. *TV/0AM agrATAII FATAVATATAWA AITATATA VAVAVATATAvAl 1.1VIIYAWAVATAVA KTATAVAV.A.TAWATAIPAVr VAY 4"1"-7 — •°0•41, Ifier TAU 'A A, AIWA Ali A411,...WAY,AvgorAirmul.:' "1.470411VAWAVATAI, se,: V VA " (11:0 t35 GIAL E80Srrs ..... 37 50/3 /Oft, REFU FILL , . ••. . . . .AYA VAVA 1 .... ■ ....... • . ... dtAL FC)SITS " 45 UJ. •flut z. • C..)* ot• . ....... E. ... ..... .... • ........ • • , • • ........ ..... : ..... 100 • • • • • .......... ..... The subsurface conditions shown are based on widely spaced borings and test pits and should be Considered approximate. Further, the contact lines shown between units are InterpretiVeln nature and may vary laterally or vertically over relatively short distances on site. PROJO.C1 005-21 811VI !ARC "IRAN Gil b A IION \CADVIOWLAKE ENOC A-K.DRO HORIZONTAL SCALE 1`.=30' 0' 15' 30' IMS"riilieT2n5 0' 15' 30' 60' VERTICAL SCALE 1.=.30' FILL WSDOT FILL REFUSE BURN FILL LEGEND 2 (29 50/3 --4— 35 exptceonoti DESED4ATI0N AN0BtTEPU.NSYM90L NAIALUE 1151,45F0a0 STANDARD PENETRATION TEST NONSTANDARD PENETRATION TEST WATER LOU AT TOSEOF DRI-LING WATER LEVEL MEASURED 9.1PVIDISEIER ON THEDATE INDICATED, INFERRED GEOLOGIC =INTACT SANE) PACK AND SCREEN INTERVAI. BOTTOM OF 000E40 Extort,* *RACE PROPOSED GRADE gliM HwAGEoscrENcism BOW LAKE RECYCUNG AND TRANSFER STATION TUKWILA, WASHINGTON CROSS SECTION E-E' now so ZEK wIt•,!°•r— A OM— I claxxur go E. ME 07.23.08 PKIJECT ix 2003-008-21 provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verity Scale tt 1 T- 1 II MST.' ;,;; • J .. GROU D. ... • --SURF E- S r• 2 �m GIACIAL! 1 0EPOS . .. NOR?}{ 1RA11 ER PAR)ON 3 AE2f/ i TRAILER LOADING PIII EXIT RAMP NORTH ..'. ACCESS ROAD +e TLINVA Atm a :4'; itrAYAM r ra'�' `► ITAVAIRYAL VA a A Ara vw An. 10.10 ►, ;�vp92ffA►AYAY Y i►7A7 �> .FAVAYAVA • W& ATAWAVAYAVATAVAVIYAVATAlW�►� AVA, 1111101P0 Tay no, • Li'lv/AooOA!►�,o�� • y s. aer w ...::.:: . rm •r . r{s,� /DTI/ v . . . . : . . . • .... • .:..DfpQ5(3S ... ... . LEGEND N (29 50/3' 35 EXPLORATION OEepOy11ON AND SrTE PLAN SYMBOL W VALDE. (1110Y56OOT) STANDARD PENETRATxMTEST NONSTANDARD PENETRATION TEST WATER LEVEL ATTME OF DRUM WATER LEVEL MEASURED M PIE2011ETER ON THE DATE INDICATED. WFERREDGEOLOGIC CONTACT SAND PACK AND SCREEN INTERVAL BOTTOM OF CORING EXISTING GRADE PRDPOSEO GRADE FILL '" WSDOT FILL ffil REFUSE BURN FILL The subsurface conditions shown are based on widely spaced borings and test pits and should be considered approximate Further. the contact lines shown between units are interpretive in nature and may vary laterally or vertically over relatively short distances on site. MAZIO3 P emECTSR HORIZONTAL SCALE: 1.30' 0' 15' 30' 60' 0' 15' 30' 60' VERTICAL SCALE 3 1 O - 300 - 290 2ES0 27O - 2 2 O 2 S O 240 - 2 3 O zz0 2 1 0 - 200 1 9 0 — i H 0 — 1 7 0 — 1 2 O 1 2 0 - 1 4 O L 1 3 0 120 110 1 0 0 E' W W LL. ELEVATION IN DZI HWACrEOSQENCESING BOW LAKE RECYCLING AND TRANSFER STATION TUKWILAr WASHINGTON CROSS SECTION E -E' ' 11Y >F tt 3 E -2 ... TR9L unt 07.23.08 PROJECT ND 2003-008 -21 Co u S 03 c 3 5 0 a 3 0 3 3 D 3 1 0 300 2 9 0 W 2@0 Ld 2 7 0 2 6 0 0 2 4 0 2 3'0 2 2 0 2 3. 0 2 0 0 Z ELEVATION 1 9 0 3. 7 0 3. 6 0 1 F w rg 050 F.It'I115- ...dannUTaGPL1MMIET.rST.15'5 5753.7d0A n . .T.EL7'A,A5AT,At ATAT VAW%TATA �?�1. i VATANN►Y.$0. YAW AY. FOAM MVP: 001Qj1'.�%►s'%A�''''2 in a 1rs� ATAVATAYATATAX UTAT:1 ei�Ar.%Til�i'! r'.1:1"lr 77A,'��" 4:11 V. fi_LACIAL T't ,v i'T���LT E� WIT rT.., =112906 170.40142.76 "ITO 343 •GL:AC DEPD 1 0 — 3. 4 0 3. 3 0 1 2 0 110 1 0 0 The subsurface conditions shown are based on widely spaced borings and test pits and should be Considered approdimate. Further, the contact lines shown between units are interpretive in nature and may vary laterally or vertically over relatively short distances on site 6: \2005 PROJLC1S 2003-000-21 405 LAKE TRANSFER STATIDN \CAD\UOtl1J KE 3.4.0 A- (D40 HORIZONTAL SCALE: 1' =30' 0' 15' 30' 60' 0' 15' 30' 60' VERTICAL SCALE: 1' =30' FILL WSDOT FILL REFUSE BURN FILL LEGEND ro EXPLrRATIONDESIGNATRON ANDERE PIANS0530L NNAWE- (BLON9F00T) STANOARO PENETRA5tiN TEST NONSTANDARD P(55155TION'SEST WATEIL(E 13 ATT tE00RflLP10 VATERI.EYEL MFASI:MEO4I P'ZOMENER ON THE 0A1E NDICATEO. NFENREO'GEOWOi6 CONTACT SAND PACK AND SCREEN MTERVAL BOTTOM OF BORING E1030310GRAOE PROPOSED GRADE BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CROSS SECTION F-P 07.23:08 3F -1 W 116 2003-008.21 REV 00 K.551/0O( 0 d to Builders Exchange of WA, Inc. For usage Conditions Agreement see aleos kfuaA sAenIV W tn w t- g`- N� N L LL 4 E*ISTING TRANSFE[t BUILDING ::: (1 ..... ..I... ..... ( PRDF0SE0tiKA1NTEN ANCE•8O ITT — - e 1 1►s nee ,Y E1►i�Ii► 1'rs�i, A�A�iaw,>!fs!�AY q YATATAXikv Wang lh w z ,WFLL WITH REFUSE LEGEND 0 20 (29) 5LV3' 35 EXPLORATION DESIGNATION AM SITE I9AN SPMBOL ' .VALUE • (IT.OVG FOOT) sl'ANOAND PENETRATION TEST NON-STANDARD PENETRATON T EST WATER LEVEL AT TIMED DRILLING WATER LEVEL MEASURED sl INEAfuETER ON THE DATE INOMATEII INFERRED GEGLOGIL CONTACT SAND PACK AND SCREEN INTERVAL BOLTON OF BORWO EXISTING GRADE PROPOSED GRADE GLACIAL .. DEPOSITS T 1/29176. FILL WITH GLACIAL . . ... DEPOSITS 67.. 29 = : § 1 7 .......... FILL • WSDOT FILL • REFUSE HORIZONTAL SCALE 1' ■30' 0' 15' 30' 60' BURN FILL 0' 15' 30' 60' • • • . VERTICAL SCALE: 1' =30 The subsurface conditions shown are based on widely spaced borings and test pits and should be considered approximate. Further, the contact lines shown between units are interpretive in nature and may vary laterally or vertically over relatively short distances on site. `SpooSTHtGJEGISN2 \SOMA DITI HWAas BOW LAKE RECYCLING AND TRANSFER STATION TUKW ILA, WASHINGTON CROSS SECTION FF NGUIN 3F - 2 >\n 07.23.08 MAST 1St 2003-008 -21 Provided to Builders Exchange of WA, Inc. 8 0 3 3 EXTENT OF ADJACENT PROPOSED TRANSFER /TSOBUILDING L j - -- - - IN. WSDOI FI......... . .. 4 .. . • r r F' GLACIAL. DEPIIS'ITS .. .. 'LQ.t3a.:a'f 4i3_ %_ r .1 • Ya ✓ /.4S'a•� :•.1•dr�. - • 0 3 D 0, LEGEND 0 N altos E LA 9ESKWLTK7N C�L AND sae PLAN BVIIBOL N.VAMJE- O3LowsrF00n STANDARD PENE1RAT ON1EOT NON0TAIIDARD PENETRATNAi TEST WATER LE E AT T@EE•F DRILLING WATER LEVEL MEASURED IPEZOMETER ON THEOATE NDICATED. - 61 ERRED XEOLDOIC CONTACT SAND PACK AND SCREEN INTERVAL BOTTOM OF BORING POC NO GRADE PROPOSED GRADE FILL • WSDOT FILL • REFUSE BURN FILL The subsurface conditions shown are based on widely spaced borings and test pits and should be considered approximate. Further, the contact lines shown between units are interpretive in nature.and may vary laterally or vertically over relatively short distances on site. Sf \200., P$0 C15S2OW- 00B-2T BOW LAKE 1RAVISfEN SIA110H \CADVOWIAKE KSES. A-KDNG J _.�EP_DSLTS 310 3.0 0 29D 220 - 270 - 260 S0 - 230 2 2 0 I— 21O 2 O D 1 9 0 ]: 9 0 1 7 0 1 6 O - 1-S0 - 1 4 1- 1 2 0 ..L HORIZONTAL SCALE: 1 - =30' 0' 15' .30' 60' 0' 15' 30' 60' VERTICAL SCALE 1' =30' 1 3 O - 1 3 0 - -� 100 E- LI Ld LL_ z f--1 ELEVATION BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CROSS SECTION F-F maw It UK amm n BL 3F -3 DA1 07.23.08 lmJ6T ND. 2003.008 -21 REV Otl K18 XSfIKX Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see F- LLJ LL_ z H ELEVATI ❑N G 3 1 0 3 0 0 290 2 2 0 270 260 2 M 0 2 4 0 230 2 2 0 2 1 0 2 0 0 1 9 0 120 1 7 0 N in y .- .'-1 ti. . .. . ....I. , ti ULA' . ... Ha-.fl �v - - 1 J I .� .. 1 • r . - -- - r . x 1 I i 1 1 .LL J• J 1 6 0 - 1 s 0 1 - 0 }I t The subsurface conditions shown are based on widely spaced borings and test pits and should ba considered approximate. Further, the contact lines shown between units are interpretive in nature and may vary laterally or vertically over relatively short distances an site. s:‘,20o3 PNWECTS\2003- 009 -7I BOW LAKE 7RANlFEA SIAl1OV \CA0V8D1i1AKE xsEC A-xowc AVicli nMw► ADVANCE OUTWASH HORIZONTAL SCALE: 1' =30' 0' 15' 30' 60' 0' 15' 30' 60' VERTICAL SCALE: 1 - =30' FILL WSDOT FILL REFUSE BURN FILL I L 4. OETENT110N VAULT ::� :: ::::::: : • •. LEGEND N OS 20 {9 50/3' 35 EXPLORATION DESIGNATION AND'SDE PLAN SnLROL N -VALUE - j M/Ma STANDARD PENETRATION TEST NPN.$VNDARP PENETRATION TEST WATER LEVEL AT TIME OF DRUM MATER LEVEL ILASURED W PIE30NETER ON THE CATE INDICATED. INFERRED GUN 0150 CLA•MC1 SAND PACS AND SCREEN IN,ERVAL 00TTOU 0f 8002 EXISTING GRADE PROPOSED GRADE UM A NA�`. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CROSSSEGCTION "IA�'r y EEK 3G -1 or at 07.23.09 m 2003 -008-21 Provided to Builders Exchange of WA. Inc. For usage Conditions Agreement see www.bxwa,com - Always Verify Scale C:: 2 2 w 0o N 4- w .4...... .... .. (Si 4,- .PROP-ti = TRANSFERBUILDING -al -- __ in C.; 2 G" if} .5 ,epf. L — 6'f s� - 500/49 • a .... C 74�. C_�t aLAOWL DEPOSIT 50 66 GLACIAL ,DEPOSITS LEGEND 0 N EXPLORATEDN 0ESIGW N! m Aim SRE pun 50.'2OL tma .2. 50/3 WVAWE• 1BLOWSIFOOTj STANDARD PENETRATION TEST NON STANDARD PENETRATION TEST WATER LEVELAT TWEOF DRILLING WATQNi1E8UnsurneO fig FEZOMEIER ON THE DATE INDICTED. INFERRED 6501.00 C CONTACT 35 LAND PACKARD SCREEN INTERVAL BOTTOM OF'BEWENO DEWING GRADE rte- PROPOSED GRADE GLAD 0FPO ITS FILL WSDOT FILL REFUSE BURN FILL The subsurface conditions shown are based on widely spaced borings and test pits and should be considered approximate. Further, the contact lines shown between units are interpretive in nature and may vary laterally or vertically over relatively short distances on site. \2003 PROJECTS \2003- G08-21 BDw LAKE TRANSFtR S1AT10N \C60 0YLAKE 7(51.0 A -K•ONO HORIZONTAL SCALE: V....30' 0' 15' 30' 60' 0' 15' 30' 60' VERTICAL SCALE 1 "x+30' s r 3 3 0 3.0 0 2 9 0 250' 270 2 2. 0 220 22 .a 0 3 0 2 3. 0 2 0 0 190 160 170 16. 0 3. 0 T 140 W LLJ LL- ELEVATION Bsr mama. /NG BOW LAKE RECYCLING AND TRANSFER STATION TUKWILAr WASHINGTON CROSS SECTION G -G'-G" 3RA'IN so ER( r NIn n 3G 2 also® or Rt. DATE 07,23.08 MAST Ka 2003 - 008-21 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see alaoglPuaA s,(vA1V - w H 1 O 3 O O 0 W 2 9 O 2- 0 260 250 2 4 0 2 3 0 2 2 0 210 200 Z f4 ELEVATION 1 9 O J V N Z J N p Q N `r.3 ... - w ri, a o • •PROPObED:TRANSF� RBUIL•IIjING L.1 H 5 1 1• *".:<:::3-.;::::;::: BURN Fill :. .;.:.]. m BURN F I1 •: :,v' :154.}: .-le.--- '"' 1 .. ,_ i `r,; ✓:�ti";f:i + y?.. ........ ... . •• . •sm 56_ 1 I 1 ADVANCEOUIWASH GLACIAL DEPOSITS 1 B 0 — 1 7 0 1 5 O — 140 1 3 0 -T HORIZONTAL SCALE: 1 - ..30' .. .. . ......... 1 0 15' 30' 60' ■ ... .. ...... 0' 15' 30' 60' VERTICAL SCALE 1 - =30' The subsurface conditions shown are based on widely spaced borings and test pits and should be considered approximate. Further, the contact lines shown between units are interpretive in nature and may vary laterally or vertically over relatively short distances on site. FILL WSDOT FILL • REFUSE BURN FILL • 1. LEGEND 0 as 20 (29) 50(3' EXPLORATION DESIGN/1110N AND s17E PLAN SYMBOL N- VALUE - D3LOWSJ%001? STANDARD PENETRATION TEST NONSTANDARD PENETRATION TEST Q WATER LEVEL AT TOE CIF DRILLING WAAERiLEVEL M00$UR[0 w PEO METER ON THE OATS WINGATE° — INTERRED GEOLOGIC CONTACT 35 SAND PACK AND SCREEN INTERVAL BOTTOM OF BORING ELDSTW0(NUDE PRDPOeED GRADE 00 ma it MC RYlde Na BOW LAKE RECYCLING AND TRANSFER STATION CROSS SECTION 3 H -1 ammo .r HL HWA� TLIKWILA, WASHINGTON H H' Doe rmaT NM 07.23.08 2003-008 -21 00 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see LEGEND N 0 as 1- 2 cu 1- (4 N 2 maise.e e.re real. WSDOT FILL GLACIAL DEEOSITS 52_ • EXPLORATION OESXNATCN AWl SnE RAN Sn8I. N-VALUE -OILCANS/FOOT) PENETRATION STANDARD PENETRATION.TFST NONSTANDARD PENETRATIDN TEST Nl4TEi LEVEL AT TOE OF DR➢J.N G WATER LEVEL NEASURED N PEZOA1ETER ON 114E DATE (RIMMED. SAND PACNANDSCREEN INTERVAL SOTTRAAOF SOR1NO EXISTING ORAOE PROPOSED ORAN FILL WSDOT FILL REFUSE BURN FILL The subsurface conditions shown are based on widely spaced borings and test pits and should be considered approximate. Further, the contact lines shown between units are Interpretive in nature and may vary, laterally or vertically over relatively short distances on site. S:WO.) PROJEC1S%,2003- 003-21 NOW LAKE TRANSFER 51A110N \CAMNON1ANE /SEC A -KOHL HORIZONTAL SCALE 1'==30' 0' 15' 30' 60' 0' 15' 30' 60' VERTICAL SCALE: 1' =30' 4 310 00 — 290 280 - 270 — 290 2s0 240 230 220 L 2 1 O - 200 1 9 0 1 0 0 .. 170 1 6 0 1 s 0 1 4 O 1 3 0 H' W Ld LL Z 1t ELEVATION MIMI n MC rmula No. GM A� Nom$ BOW LAKE RECYCLING AND TRANSFER STATION CROSS SECTION .T RE, 3 H-2 TUKWILA, WASHINGTON H-H' OATS MN= Na 07.23.08 2003- 008-21 I Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwacom - Always Verify Scale • • • J .. ▪ T o.o 4 . r 4 1 2 9 0. --I PROPOSE Q MAINTPNAN E i h— BI�ICDING :... ::..: ;: LL. zl 70' 6.0 ■ ........ ... L m LAI . CU N. . ....... W. nit in .A PROPOSED RANSFER HL LDING v— tF1� t WSDOT F1CL' (45) tso G1#CRAL .... DHPOSITS AbvAKCE OGIWASIi Ss-0 - - The subsurface conditions shown are based on widely spaced borings and test pits and should be considered approximate. Further, the contact lines shown between units are interpretive in nature and may vary laterally or vertically over relatively short distances on site. S c7O03 PRDEC15 2003- OO5-3T•1OW UIIE IRAN&ER STARON\ CAI) S O'LAKE XSEC A-KDMD HORIZONTAL SCALE: 1' =30' 0' 15 30' 60 • BURN FILL 0' 15' 30' 60' VERTICAL SCALE 1 - =30' FILL WSDOT FILL • REFUSE ADVANC$ bt. M°ASH. LEGEND 0 EXPLORATION DESIGNATION AND SD'E PLAN STRBOL N -VALUE - FILOwsIFOOTI STANDARD PENETRATION TEST NONSTANDARD PENEIRAIID4 TEST WATER LEVEL AT TIME OF DRILL NO WATER LEVEL MEASURED N PAR ON IRE DATE NDICA/ER INFERRED GEOLOGIC CONTACT SAND PACK AND SCREEN ARERVAL ROn'0AI OF RORNG E /4TIND GRADE PROPOSED GRADE ram% DX F101YY ma UM A BOW LAKE RECYCLING AND TRANSFER STATION CROSS SECTION omoRO w HL 3 I -1 TUKWILA, WASHINGTON I -I' WI ___ o 07.23.08 2003 -008-21 LEGEND 0 NS AW� Y J'1 P, N N ti I n igry- j�kxx-r�3 EKPLORATION DESK•NA EIN MO Mrs PWl9MtBOl TAVAWE -LBLO E TIFOOTI STANDARD PENEMATIONTEST NONSTIWOARD PENETRATION TEST WATER LEVELATTBCE OF DOLLING WATER tIvELYEASUR Dw PIE2OlTTER ON TRE'OATE INDICATED. - B/FERRED GEOLOGN: CONTACT SAND PACICANDSOREEN INTERVAL BOTTOM ENSTWOORADE PROPOSED GRADE ALL ASCOT FILL REFUSE BURN FILL The subsurface conditions shown are based on widely spaced borings and test pits and should be considered approximate. Further, the contact lines shown between units are interpretive in nature and may vary laterally or vertically over relatively short distances on site. \20O3 PROJECTS \200.1-018-.21 BOW LAKE TRARSFER S1AI1ON \CADVOMAIO: %YE A -ILOWO J HORIZONTAL SCALE 1, =30' 0' 15' 30' 60' 0' 15' 30' 60' VERTICAL SCALE 1 ` =30' 3 1. 0 3 0 0 2'9 0 2 01 0 2 7 0 2 6 0 250 240 - 230 220 L- 2 1 O — 2 O O — 1 9 0 — 1 B'0 1. 7' 0 . . . ... . . . — 1 6.0 H- w LJ z H ELEVATI ❑N J gal��BOW N� INC LAKE RECYCLING AND TRANSFER STATION TUKWILAT WASHINGTON CROSS SECTION I I' num gr ER max to 31 -� B. et DATE 07.23.08 PP016T RD 2003-008 -21 Provided to Builders Exchange of WA, Inc For usage Conditions Agreement see 310 0 N 300 — 290 — W 290 270 260 2�0 2 4 0 230 — 2 2 0 210 — 0 0 — 1 9 0 1 9 0 1 7 0 — 1 6 0 1 9 0 1 4 0 130 -� ELEVATION - DSA7'g ADVAJCE OUTWASH (u 0 P0. LEAD flf TihM NATE- ANGEROUS- L/ASTr=. -TOP OF:PiDPD3ED RETASNU G• MALL ! ! ♦ �y - v•- vq�e 1 'eTiY'2f % T �La gcv *;4,117: .e. v malt H.PRDe: VALL . II a /31ni HORIZONTAL SCALE: 1 " -30' 0' 15' 30' 60' 0' 15' 30' 60' VERTICAL SCALE: The subsurface conditions shown are based on widely spaced borings and test pits and should be considered approximate Further, the contact lines shown between units are interpretive in nature and may vary laterally or vertically over relatively short distances on site. J .ADVANCE OUTWASH ■ FILL WSDOT FILL REFUSE BURN FILL LEGEND N as (29 50/3' EXPLORATION DESGNATOO AND 6RE PUN SYMBOL A-VALUE- IBLDUxaoO1) STANDARD PENETRATION TEST NCXJSTANDARO PENETRATION TEST WATER LEVEL AT THE OP WILING WATER LEVEL MEASURED R PIP20AETER ON THE DATE MDCATED INFERRED GEOLOGIC CONTACT 35 SAND PACK ADC SCREEN INTERVAL ROTTCNA OF BORING Ex6TVA: GRACE PROPOSED MADE swot m .6i'K rm0u Nd. BOW LAKE RECYCLING AND TRANSFER STATION CROSS SECTION 3J -� mar ET HWAGEOSC ENCESING TUKWILA, WASHINGTON )-J. Oat P°°JECf 1. 0723.08 2003-008 -21 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale LEGEND cis 0 T SOJ3' - .��- - -+- INFERRED GEOLOGIC CONTACT EXPLORATION DESIGNATION AND SITE PLAN SYMBOL N -VALUE- BROWS/FOOT) STANDARD PENETRATION TEST NON-STANDARD PENETRATION TEST WATER LEVEL AT I1ME OF °RILING WATER LEYE.MEASURED IN PIEZOMETER ON THE DATEINOTCATED 5 SAND PACK AND SCREEN 6YTERVAI. SUTTON OF BORING OUSTING GRADE PROPOSED GRADE FILL WSOOT FILL REFUSE BURN FILL The subsurface conditions shown are based on widely spaced borings and test pits and should be considered approximate. Further, the- contact lines shown between units are interpretive in nature and may vary laterally or vertically over relatively short distances on site. a\2503 PROLECTB \2007- 0O8-21 BOW LAKE -TRANSFER STATION \CAD\BOWLAKE %SEC A -K.DWD HORIZONTAL SCALE; 1' =30' D' 15' 30' 60' 0' 15' 30' 60' VERTICAL SCALE 1 " =30' ®AjI� Ms BOW LAKE RECYCLING AND TRANSFER STATION TUKWIIA, WASHINGTON CROSS SECTION J -J' cam® ay lit nvc PNOILCI NO. 07:23.08 2003-008 =21 a re JNfH3.LW -TOP. OE PROPOSE RETAINING.VALLI J' lf6'f - - LNITTWI 06' 1') LSO /6•)..... } RETAINING 1JALL -1—GLACIAL- DEPOSITS • • LEGEND 0 �1ym} T 20 (29 50/3° 35 EXPLORATION 0ESIIXJATION ANO 1116 PLAN MEWL N.VALNE • (BLOWS/FOOT) STANDARD PENETRATION TEST NONSTANDARD PENETRATION TEST WATER LEVEL AT TIME OF DRILLING WATER LEVEL MEASURED IN PIEZONETER 01.1111E are INDICATED. INFERRED OEOLOOIC CONTACT SAND PACK AND SCREEN DITEfNAL BOTTOM OF BORING EXISTING GRADE PRO601160 RARE . 1. FILL rrg WSDOT FILL • REFUSE n BURN FILL The subsurface conditions shown are based on widely spaced borings and test pits and should be considered approkimate. Further, the contact lines shown between units are interpretive in nature and may vary laterally or vertically over relatively short distances on site. S•1 203 PRaEOTS\2003- 005-21 BOW LANE TRANSFER 5 1A 00N \C*D'560VAMLE %366 0 -5C0W0 1 0 300 290 ^280 2 � 0 62 0 220 22- 4 0 230 2220 2 1 0 2200 1 9 0 - 1 8 0 • 1'9 O 1 6 0 - 1 2 0 - 140 1 3 0 1- LLJ LL z H ELEVATION HORIZONTAL SCALE: 1".,30' 0' 15' 30' 60' 0' 15' 30' 60' VERTICAL SCALE: 1"..30' NM � cE$ BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CROSS SECTION )S 3J'3 07.23.08 PROJECT 1n 2003 -008-21 re 07 PaP!Awd n iod oui 'yM W aeueyo 3uawaaJ9V suogip 3 a L)J W L.. z 1-1 ELEVATI ❑N (V) 1n 3 cu N K' 330 3 2 0 310 �1 00 __s „N$DOT= RiYJ •a•dn.:i' i•l:•a•:+r's!:!.: ya•t ! ?11•ei': 290 2 B 0 2 7 0 260 2 2 0 2 -o 30 2 2 0 210 :.; ' ::!:•BURN I� :•ti :•ri ✓.:'%t:%.%$a O - .. .. t.i..::• ;`ye...: :x::4 -..;,. .i :.... .-t.! 200 — VI.. • n, to a': .t. .. •, • l a ES LEGEND LNl 20 (29 EXPLORATION DESIGNATION AND ERE PLAN SYMBOL NAVALUE.IELOVYTi^ FOOT) STANDARD PENETRATION TEST NON&TANDARD PENETRATION TEOT WATER-LEVEL ATTIRE OF DRUMS WATER tLirEL MEASURED W PIEIDMETER ON THE DATE 11401CATFD. 50(! INTERNED GEOIDGiC CONTACT iS SAND PACK AND SCREEN PREAVAL COTTON OF BORNG EXISTING GRADE PROPOSED GRADE HORIZONTAL SCALE: 1' =30' 0' 15' 30' 60' 0' 15' 30' 60' VERTICAL SCALE: 1 '•=30' TATION \CAD \8Ox1AKE EEC A -LCOWD Th9e subsurface conditions shown are tN)SEd on widely spaced borings and test pits and should be considered approximate. Further. the contact lines shown between units are tme,prethre in nature and may vary laterally or verioaly over retattvey short dtstances on site. FILL WSDOT FILL REFUSE BURN FILL L 3 3 0 3 2 O 3 1 0 3 0 0 2 9 0 2 99 0 270 99 6 0 2 9 2 4 0 2 3 299 0 2 1 0 2 0 0 190 — 1 6 0 — 1 7 0 — 160 1- LRJ W L)_ z 1-1 ELEVATI ❑N MIR TN BOW LAKE RECYCLING AND TRANbrtR STATION CROSS SECTION 3K "69® °' al IT HwAGEosawas lic TUKWILA, WASHINGTON K-K' PAT' P101.11:C' "° 07.23.08 2003-008-21 ff.121 1 2 3 4 5 6 7 9 10 11 12 13 14 15 16 17 10 19 20 21 22 23 24 26 27 28 29 30 Refuse :Settlement Calculations under Sn HC 4,jog((a al CU! * loft S = H*(1-(1- 002)460) __._ T. _ �._ _ 0.3 yrs 50j rs additional loads „o +do) /a ,,,,) d t* H r 1 radatlon Unit Wt (pcf) 120 120._ 93 138 caused by Primary consol c_oeff. t 0.250_ • anmadded fill'suth .._.,._..._.__ _ Bow Lake Recycling Secondary coeff. t 0.030 as structural ........_...__.._....._ and _...._ _ 1 ........ Blodegrad glen= 0.2 %lyr. __ 0.001 ___ - _ ._ fill or preload _r_... by HH TransferStatlon ._+ ___ ____..__ _..� __..._.__ , t +-- ___._..... ......._.1....__.............. _:_ ...__..._...._. ......_..... Primary Settlement Seconds, Biode radatton Settlement) New IX Added Landfill Cover Refuse Glacial De Primary Consol. Long Term Settlement OBio Prim ery+Secvndary+Biode Fill Soil osit Period Height of Refuse (f) Unit Wt. 030 Land fill Unit cover Wt. (ft) (pct) Added Fill Height (R) Unit Wt. 'pci Overbuy Stress due den to New Fill (psf) (psi Primary settlement (ft) Secondary (f9 Blodeg Settle radatlo ment n(fI (t9 5 93 5 120 10 f rt 10 10 10 120 X120 120i. 1201 832.50 ;1065100 1297 50 1530 :00 1200 `1200 1200 ._._ 1200 0.485 "101819 1 068 1.257 0.301 ' 0;612 0.929; 0,476 Sit 953 1 4263 1262 C s2.3 4848 3:424 4,412 10 93 :yz.= 5 120 120 120 16 93 . ....... 20 93 5 5 1.249 1.905 - _ 5 93 » .0 ga93' __ 15 934._ ~ 20 93 5 _,,,.. _; $*1x20 _ _5 5 120 120 120 20 .:120 20 20[ 1201 832:501 2400 '120 1065T00. :z. 4o0 120' 1297.501 _M- 2400 120 1530.00 2400 0.736 ,. 2$'i 1.706 2.049 0.284 0,476 1.497• X2"8:15 4 020 5.150 ...1.0 {y140163 1.429 1.905 0.886 1.197 5 9,3 10 93 15 M 93 20_ 93 5 �_ 5 5� 120 120 120 120• 30 30 30 30 120 832.50 3600 .172T47035:0417. � d00 120 1297.60 3600 120 1530 :00 3600 0.908 ` 1 604' 2.163 2.627 0.273 0.476 0 953 1,657 3 fi1fi 4.448 5 :690 9:409: 0.856 1.158 1.429 1.905 Example Calculation 1, See rows 18 and 23 in red and blue. The refuse thickness is assumed to be 10'. See Ilne 18 in red. The total setiment under 10' new structural fill or 1200 psf will be 2.384'. To reduce the post construction settlement, 10' preload will be added. Now structural fill 10' plus preload 10' =20 ft or 2400 psf. See row 23 in blue. The primary consol settlement under structural fill + preload = 1.281' over three months, see row 23. When the preload is taken off after primary consolidation, It will continuously settle under the new 10' structural fill. Including biodegradation settlement, the total settlement under 10' structural fill is approximately 1.10' (= 2.384 - 1.281) over 50 years. This landfill Is more than 40 years old. If biogradatlon is assumed to be nearly zero, the total settlement is 1.43' ( =0.819+0.612 +0). By ignoring biodegradation, the pipes should be designed to tolerate 0.16' (= 1.43- 1.281). If the biodegradation Is not Ignored, we recommend the pipes need to be designed to tolerate 1.10 ft. settlement over 50 years. We recommend 6 Inch differential settlement be adopted for designing buried structures to accomodate variable site conditions anticipated. Example Calculation 2, See rows 23 and 28 In blue and yellow. The area will be loaded with 20' structural fill or 2400 psf over 10' refuse. See rows 23 and 28 Assuming 10 feet preload planned, row 28 represents the structural fill 20' and preload 10' or 3600 psf. Total settlement under the structural Toad (2400 psf) during life time will be 2.815', row 23. To reduce the settlement, preload 10' fit is assumed. Now the total height of the fill becomes 30' or 3600 psf as shown in row 28. After three months, the primary settlement will be 1,504' under preload and structural fill, row 28. After removal of preload, the 20 feet structural•fill settles during the life time of the project 50 yrs. By ignoring the biodegradation, the total.settiement under 20' structural fill will be 1.86 ( =1.281 +0.581 +0) Atter preloading, the net settlement during 50 years will be 0.25' (= 1.86- 1.604). By not Ignoring the biodegradation, the total settlement under 20' structural fill 'is2.815'. After preloading, the net settlement during 50 years will be 1.21' ( =2.815- 1.604). We recommend approximately 6 inches of long term differential settlement after preloading. HWA GEOSCIENCES INC. REFUSE SETTLEMENT CALCULATIONS BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON FIGURE NO. 4 PROJECT NO. 2003 -008 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale I -5 CANTILEVER SOLDIER PILE WALL BOW LAKE TRANSFER STATION I -5 6.5H TRAFFIC 70 psf EFW= 35OVER PILE SPACING H = 10' to 15' A !i{'GI t' / t:.. EFW = 230 OVER 3D d =1.5H MINIMUM 1 V ��_n t Elk III 5—EFW 19 OVER ID -^� D I=- PILE DIAMETER Temporary timber lagging design pressure = 1/2 of EFW EFW = Equivalent fluid unit weight. NOT TO SCALE � J HNAGEOSCIENCES INC. EARTH PRESSURE DIAGRAM DRAW$. BY ISIS BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON BY DATE 07.24.08 FIGURE NO. 5A PROJECT NO. 20037-008 -21 TASK 2100 S:\2003 PROJECTS \2003-008-:21 BOW LAKE TRANSFER STATION \CAD \HWA EARN PRESSUREDWG Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale REV 001013 MUXX EAST ACCESS ROAD GLACIAL DEPOSIT 4 GEOPIERS NOT TO SCALE \ HWAGEOSCIENCES INC MSE WALL ON GEOPIERS DRAWN EY EFK BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CHECK ED BY DATE 07.24.08 FIGURE NO. 5B PROJECT No. 2003 - 008 -21 TASK 2100 HA1PROJECTS12003 PROJECTSI2003- 008-21 Bow Lake Transfer Stale: CADVIwa rase weII.DWO Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale REV 00 KW xtxnvc DEADMAN CANTILEVER - SOLDIER PILE WALL ON SLOPE AT EAST ACCESS ROAD rC \ BURN FILL • '• BACKFILL timber lagging design • 37PCF +6.5HA pressure = 1/2 of wall design pressure. a (45 ° —O /2) ❑UTWASH OR GLACIAL DEPOSIT 37PPLFk .5H NCH ❑R ROD IGN ❑RE IPPER 5' • 120 PCF, 32PCF PILE DIAMETER WALL DESIGN PARAMETERS HWAGEOSCIENaS INC BACKFILL BURNFILL GLACIAL DEPOSIT Cohesion, Of 0 0 0 O DEGREE 30 30 36 Units wt., (pct) 110 110 •135 Active EFW, (pct) 37 37 32 Passive EFW, (pcf) 120 240 Traffic load•(psf) 70 70 70 Seismic 6.5H 6.5H 0 Soil model (REESE) SAND SAND SAND P -Y modulus, k ( pci) Convert to Dist. Load 60 200 EFW = Equivalent fluid unit weight. 240 PCF • jC � \<OpF 2 • `vim 1 2 �' ••• • • NOT TO SCALE r ;CHECKED ® HWAGEOSCIENaS INC EARTH PRESSURE DIAGRAM DRAWN By EEK neuRE N0' 5c BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON SY SW DATE 07.24.08 PROJECT M: 2003 - 008 -21 TASK 2100 S: \2003 PROJECTS \2003= 00$ =21 BOW LAKE TRANSFER STATION \CAD \HWA EARTH PRESSURE.OWC RSV 00KLS=nix 5t' H =1D'to 15' RETAINING WALL AT TRAILER PARKING 0.911 PROVIDE SWALE- ECOLOGY OR LOCK BLOCKS :2,, X x x• x x X G x 10l y•• "X x Ham MINIMUM BATTER = 1/10 .4.• xx xM •i *'• x v• • RECYCLE 3' GEDGRID) LONG TERM STRENGTH, 2000 -to 2500 lbs /ft. @ 12' TO 18' VERTICAL SPACING) 100% LATERAL COVERAGE COMPACTED BACKFILL =36' y = 135 pcf 2' TO 5' hl >5 to 15' x IL GEOGRID) LONG TERM STRENGTH, 1000 Lbs /ft. @ 24' VERTICAL SPACING) 100% LATERAL COVERAGE B1 =8' MINIMUM OR 3¢h1 WHICHEVER IS GREATER. B2 =2x81+0.9H +Xh1Ahi. TRAILER PAD DESIGN IN FRONT OF THE WALL SHOULD CONSIDER DIFFERENTIAL SETTLEMENT BETWEEN LIGHT WT. BACKFILL, GE ❑GRID FOUNDATION AND REFUSE AREAS. LIGHT WEIGHT BACKFILL= BOTTOM ASH WITH COMPACTED DRY UNIT WEIGHT 80 pcf OR LESS. TOTAL REMOVAL OF REFUSE NOT TO SCALE FILL REFUSE 1 LT, HWAGEOSCIENCES INC. TYPICAL MSE WALL SECTION DRAWN BY -EEK BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CHECKED BY DATE 07.24.08 FlOTIRE NO. 5D PROJECT NO. 2003- 008 -21 TASK 2100 H:1IPROJECTS12003 PROJECTS12003- 008-21 Bow Lake Transfer Station\CAD1hwe maewatLDWG Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale REV oo'xLa xpvl(x RETAINING WALL AT TRAILER PARKING NOTE! MINIMUM BATTER = 1/10 H =10' !.811 �GEOGRIDI LONG TERM STRENGTH, 20001bs /ft. @ 12' LIFT GRANULAR BACKFILL 2 • - -_ -- __GRANULAR MAT COMPACTED 5' T LOCK BLOCK WALL t 30' REFUSE GEOPIERS GLACIAL DEPOSIT NOT TO SCALE HW.kGEOSCIENC' S INC. MSE WALL ON GEOPIERS SECTION DRAWN BY _EEK BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CHECKED BY _SR.. Ft3URE ND. 5E DATE 07.24.08 PROJECT NO. 20W-a08-21 TASK 2100 H:1IPROJECTS12003 PROJECTS%2003 -008.21 Bow Lake Transfer Statfon'CADlhwa msa waIL.DWG Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale REV DO KLB XIXIXX SOLDIER PILE WALL WITH DEADMAN 3' TO 10' -t nlform Load r.,= 2/3h X 135 BUS PARKING AND ACCESS RAMP '`aNir`y< ''C`c RECYCLE YARD h•.5' (Kae ■ -ANCHOR ROD a00 pcf-3 DE • PMAN ^tlitsl.(V V 2' to 5' Existing fill $ EFW =200 pcf Acting over 2D 2' COMPACTED HACKFILL y= 135pcf 0 =36° EFP/ -48 or convert -to rectangular (24H) Kee = 0.35 Acting over 8' PILE spacing 4.-- Existing fill r- .110pcf #=30° Kae - EFW -183 pcf Acting over r- --(Kae ■ g.,) (Kae 1 REFUSE EFW =80 pcf (Reduced due to 5' to 15' large deformation of refuse.) Acting over in 10' MIN GLACIAL DEP ❑SIT - EFW =440 pcf Acting over 3D s REFUSE y =93 pcf O= 26 ° Kae - 0,51 .. EFW =47 pcf Acting over 1D <Kae ■ �a.) 0,44 ID GLACIAL DEPOSIT 7=140 pcf S=42° Kae = 0.28 EFW =39 pcf Acting over ID MINIMUM DEPTH OF PENETRATION INTO GLACIAL DEPOSIT = 10' Kae C ❑EFFICIENT OF LATERAL EARTH PRESSURE INCLUDING EARTH QUAKE LOADING CONDITIONS. EFW= EQUIVALENT FLUID UNIT WEIGHT, pcf TEMPORARY TIMBER LAGGING DESIGN PRESSURE = 1/2 of EFW LONG WALL AT TRAILER PARKING NOT TO SCALE J HWAGEOSCIENCES INC. EARTH PRESSURE DIAGRAM DRAWN 8v -EEK BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CHECKED BY �H DATE 07.24.08 FIGURE NO. 5F PROJECT NO. 2003- 008 -21 TASK 2100 S:\2003 PROJECTS\ 2003- 008 -21 BOW LAKE TRANSFER STATION \CAD\HWA EARTH PRESSURE.DWG Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale REV 00 w.S XIX= LONG WALL AT TRAILER PARKING SOLDIER PILE WITH TIMBER LAGGING. H= 10' TO 15' :..`•7. •... •� GRANULAR FILL ,•r ye 12' GEOGRID WALL T= 2,0001bs 2' TO 5' FILL 5' TO 15' REFUSE GLACIAL DEPOSIT SOLDIER PILE WALL FACING WITH GEOGRID WALL IN THE BACK HWAGEOSCIENCES INC GEOGRID WALL WITH SOLDIER PILE NOT TO SCALE DRAWN BY .EEK BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CNEOtmm e• iHL DATE 07.24.08 FIGURE NO. 5G PROJECT NO: "2b03-008-21 TASK 2100 Si \2003 PROJECTS \2003 - 00B -21 BOW LAKE TRANSFER STATION \CAD \HWA EARTH'PRESSUREDWO Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale REV 0010.8 MOM LONG WALL AT TRAILER PARKING SOLDIER PILE WITH TIMBER LAGGING 20' 1 1 1 1 1 1111111 1 1 11 111 I- 111 1 1 1 1 1 1 GRANULAR FILL(2') GEOFOAM BLOCKS FILL REFUSE GLACIAL DEPOSIT SOLDIER PILE WITH GEOFDAM WALL NOT TO SCALE t / HWAGEOSCIENCES INC GEOFOAM WALL DRAWN BY _EFTS BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CHECKED BY itL DATE 07.24.08 MIRE NO. 5H PROJECT 2 :008 -21 TASK 2100 S: \2003 PROJECTS \2003-008-21 BOW LAKE 'TRANSFER STATION \CAD \HWA EARN PRESSURE.DWC Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale REV 00 KLS XIXI%X x GE ❑GRID REINFORCED GEOBAG WALL TOE WALL, ON EAST SLOPE Y x 111_.11.. =11 Llt.11_II_�I x x 11. .#11. -11' 141117 41.-'11,, =3. a } iL= 11Ii=1t, 1I11. h (11 11 1Lr SEEDS AND PLANTS 6 HEIGHT VARIES x x Y x EACH BAG STACKS ON SPIKES APPROVED BY DESIGN ENGINEER, I IWAC,EOSCIENCES INC GEOBAG WALL MIN. 2 FEET NOT TO SCALE DRAWN eYFK BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON acme Br DATE 07.24.08 nOURE NO. 51 PROJECT NO. 2003- 008 -21 TASK 2100 H:11PROJECTS12003 PROJECTS 12003.00 8-21 Bow Lake Transfer BtallcrtCAD\hwa mse waI1.DWG Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale REV 0010:6 x/wxx APPENDIX A FIELD INVESTIGATION Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale APPENDIX A FIELD INVESTIGATION The subsurface exploration program consisted of 37 boreholes and 11 test pits. Drilling equipment was selected based on site access conditions, and included a truck - mounted drill rig, a large track - mounted drill rig, a small track - mounted drill rig, and a hand - portable drill rig. Proposed exploration locations were staked in the field by DHA Surveyors, per locations chosen and plotted on the Master Plan survey by HWA and R.W. Beck. Upon completion of each borehole and test pit, the actual locations were staked and subsequently resurveyed by DHA, as many were moved to accommodate prevailing access conditions. The exploration locations are shown on the Site and Exploration Plan, Figure 2A. Each of the explorations was completed under the full-time observation of an HWA environmental or engineering geologist. HWA personnel recorded pertinent information including soil sample depths, stratigraphy, soil engineering characteristics, PID readings from selected soil samples, and ground water occurrence as the explorations were excavated. Soils were classified in general accordance with the classification system described in Figure A -1, which also provides a key to the exploration log symbols. Soil layers containing compressible, unburned, refuse are indicated with a cross - hatched pattern in the left -hand column for soil symbols. The summary logs of boreholes are presented on Figures A -2 through A -38, and logs of test pits on Figures A -39 through A -49. The stratigraphic contacts shown on the individual logs represent the approximate boundaries between soil types. The actual transitions may be more gradual. Under subcontract to HWA, Cascade Drilling, Inc. (CDI), of Woodinville, Washington, drilled 27 soil borings in February 2007. In addition, under subcontract to HWA, Environmental Drilling, Inc. (EDI), of Snohomish, Washington, drilled six borings in February and March, 2007. Also under subcontract to HWA, CN Drilling (CND), of Seattle, Washington, drilled four soil borings in March 2007, Test Pits were excavated by King County Solid Waste Division (KCSWD) employees with a track - mounted backhoe. HWA sampled soils to depths of up to 71.5 feet in the borings, and up to 26 feet in the test pits. CDI employed both a truck - mounted and a track- mounted CME 75 drill rig, with eight -inch outer diameter hollow stem augers, and utilized three -inch Dames & Moore split -spoon sampling equipment to collect soil samples. A 300 -pound hammer with a 2003 -008 FR HWA GEOSCIENCES S INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale 30 -inch drop was used to drive the Dames & Moore sampler into the subsurface at selected intervals. This test correlates approximately with the Standard Penetration Test. Soil samples were then retrieved from the sampler. EDI employed a track mounted Simco 4000 drill rig with six -inch outer diameter hollow stem auger and a two -inch split spoon sampler to collect soil samples. A 140 -pound hammer with a 30 -inch drop was used to drive the sampler into the subsurface (a Standard Penetration Test). Soil samples were then retrieved from the sampler. CND employed an Acker Soil Mechanic, hand portable, drill rig with four -inch outer diameter hollow -stem auger and a two -inch split spoon sampling device to collect soil samples. A 140 -pound hammer with a 30 -inch drop was used to drive the sampler into the subsurface (a Standard Penetration Test). Soil samples were then retrieved from the sampler. HWA field staff collected soil samples generally every 2.5 feet in the upper ten feet of each boring and then every five feet until boring completion. The test pits were excavated by an KCSWD operator with a Hitachi 330 trackhoe rented for this purpose. Grab samples were taken out of the bucket from locations where the stratigraphy changed or at regular intervals. After termination of each test pit, they were abandoned and backfilled with excavated material. HWA collected a composite soil sample from each soil boring and each test pit for environmental analytical testing. Soil samples selected for composite analyses were collected from the top soil - refuse interface, throughout visibly refuse - contaminated soils, to the bottom soil - refuse interface. All samples were field screened using a photo ionization detector (PID). Environmental soil samples were placed in labeled laboratory - provided sample containers using nitrile gloves and clean stainless steel spoons. Samples were placed in a cooler and packed with "blue ice" for transport to the laboratory under chain-of-custody protocol. To prevent potential cross- contamination of samples, each of the drillers steam cleaned their augers and drilling rods between each exploration. All other sampling equipment was decontaminated prior to use with detergent solution, potable water, and deionized water. Investigation - derived waste included soil boring cuttings, decontamination water, and disposable personal protective equipment (PPE). Soil boring cuttings were placed in sealed drums, labeled appropriately, and stored on site pending laboratory analysis. Disposable personal protective equipment (e.g., nitrile gloves) was discarded off -site as ordinary solid waste. Decontamination water was placed in sealed drums, labeled appropriately, and stored on site pending laboratory analysis. 2003 -008 FR HWA GEOSCIENCFS INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale On completion of five of the boreholes, a 2 -inch monitoring well, consisting of PVC pipe with a machine - slotted lower ten foot section, was placed in the borehole. Sand filter pack was placed to two feet above the slotted pipe section. The remainder was backfilled with bentonite chips. Stand -up monuments were set at the surface, in ready -mix concrete, to protect the monitoring wells. 2003 -008 FR HWA GFASCIENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N -VALUE COHESIONLESS SOILS ' COHESIVE SOILS Density N (btows/It) Approximate Relative Dansily(%) Consistency N (blowsft) Approximate Undralned Shear Strength (pst) Very Loose Loose MedlUm Dense Dense Very Dense 0 t0 4 4 to 10 10 to 30 30 to 60 over 60 0 - 15 15 - 35 35 - 65 65 - 85 85 - 100 Very Soft son Medium Stn! Stitt Very Stiff Herd 0 to 2 2 to 4 4 10 8 8 to 16 15 to 30 over 30 <260 260 - 500 600 - 1000 1000 - 2000 2000 - 4000 >4000 USCS SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP DESCRIPTIONS Coarse Grained Sons More than 60 °k Retained on No. 200 Slave Size Gravel and Gravelly Soh Moro then 50% of coarse Fraction Retelned on No. 4 Steve Clean Gravel (little or no fines) Mit • 6 GW Well - graded GRAVEL • GP Poody�raded GRAVEL Gravel with Fines (appreciable amount of Ones) kit • GM Silty GRAVEL ��,. GC Clayey GRAVEL Sand and Sandy Soils 50% or More of Coarse Fraction Passing No, 4 Sieve Clean Sand (little or no fines) Sin and Clay SW Well-graded SAND SP Poorly - graded SAND Sand with amount t 0111 05) amountof Ones) SM Silty SAND ��. $(, Geyey SAND Fine Grained Soils 50% or More Passing Na zoo slave yzg 811 and Liquid Limit Less then 60% Clay )c) ML SILT CL Lean CLAY OL Organic SILTIOrgenlc CLAY Sill Liquid Limn and 50 °.b or More Clay MH Elastic SILT CH Fat CLAY ,,,,M,, OH Organic SILT /Organic CLAY Highly Organic Soils 1.,_f, r „tr PT PEAT COMPONENT DEFINITIONS COMPONENT SIZE RANGE Boulders Larger than 12 In Cobbles 3 in to 12 In Grovel 3 In to No 4 (4.5mm) Coarse gravel 3 In to 314 In Fine gravel 3/4 in t0 No 4 (4.5mm) Sand No. 4 (4.5 mm) to No. 200 (0.074 mm) Coarse sand N0. 4 (4.5 mm) to No. 10 (2,0 mm) Medium Send No. 10 (2.0 mm) to No. 40 (0.42 mm) Roe sand No 40 (0.42 mm) to No. 200 (0.074 mm) Sin and Clay Smaller than No 200 (0.074mm) TEST SYMBOLS %F Percent Fines AL Atterberg Limits: PL = Plastic Limit LL = Liquid Limit CBR California Bearing Ratio CN Consolidation DD Dry Density (pct) DS Direct Shear GS Grain Size Distribution K Permeability MD Moisture /Density Relationship (Proctor) MR Resilient Modulus PI0 Photolonlzatlon Device Reading PP Pocket Penetrometer Approx. Compressive Strength (tat) SG Specific Gravity TC Triaxlal Compression TV Torvane Approx. Shear Strength (ts!) UC Unconfined Compression 1 0 r0 1 SAMPLE TYPE SYMBOLS 2.0” OD Split Spoon (SPT) (140 Ib. hemmer with 30 In. drop) Shelby Tube 3 -1/4" 0D Spill Spoon with Brass Rings Small Bag Sample Large Bag (Bulk) Sample Core Run Non - standard Penetration Test (3,0" OD split spoon) GROUNDWATER SYMBOLS Groundwater Levet (measured at time of drilling) Groundwater level (measured In well or open hole after water level stabilized) COMPONENT PROPORTIONS PROPORTION RANGE DESCRIPTIVE TERMS < 5% 5 - 12% 12 - 30% 30 - 50% Clean Slightly (Clayey, Silty, Sandy) Clayey, Silty, Sandy. Gravelly Very (Clayey. Silty, Sandy, Gravelly) Components are arranged in order of increasing quantities. NOTES: Soil classifications presented an exploration logs are based on visual end laboratory observation. Solt descriptions are presented. In the foltow)ng general order: Density/consistency, color, modifier (it any) GROUP NAME, edditions to group name (1! any), moisture content Proportion, gradation, and angularity of constituents, additional comments. (GEOLOGIC INTERPRETATION) Please refer to the discussion in the report text as well as the exploration togs for a more comptete description of subsurfaoe conditions. MOISTURE CONTENT DRY MOIST WET Absence of moisture, dusty, dry 10 the touch. Damp but no visible water. Visible free water, usually soil Is below water table. LEGEND OF TERMS AND 171 BOW LAKE RECYCLING AND TRANSFER STATION SYMBOLS USED ON HWAGLOSCIENCsING TUKWILA, WASHINGTON EXPLORATION LOGS PROJECT NO.: 2003-008 FIGURE: A -1 LEGEND 2003008;GP4 8/5/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale I3RILUNG COMPANY: Cascade. Drilling, Inc. DRILLING METHOD: Hollow -Stem Auger, CME 75 tracked rig SAMPLING METHOD: Dames and Moore, 3001b Autohammer SURFACE ELEVATION: 280 ± feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/1512007 DATE COMPLETED: 2/15/2007 LOGGED BY: J. Speck W 0 5— 10 — 15 — 20 — 25 — 30 — 35 — 40 — O m N U O h 8 DESCRIPTION Ski Medium dense, yellow brown, silty, fine to coarse gravelly, fine to medium SAND, moist with fine to coarse gravel. Gravel is sub - angular to sub - rounded. (FILL) SM SM SP SM Medium dense, light yellow brown (with oxidation stains), silty, fine to coarse gravelly, fine to medium SAND, moist Trace organics (roots). Vague stratification of rust layers - sub - horizontal angle. (DISTURBED NATIVE) Medium dense, light yellow brown (with oxidation stains), silty, fine to medium SAND with fine to coarse gravel, moist. Gravel is sub - angular to sub-rounded. Loose,.yellow brown, silty, fine to medium SAND, moist. Sub - horizontal stratification (vague with darker colored sand in < 1mm lamination). (GLACIAL OUTWASH) Medium dense, yellow brown to brown, silty, fine to medium SAND, moist. Minor stratification, subhorizontal. Grades very dense. Very dense, olive grey, slightly silty, fine to medium SAND, Wet. No stratification noted. z Z Boring terminated at 26.5 feet. Ground water observed at a depth of 22 feet below the ground surface. Gas readings: carbon monoxide =0 ppm, hydrogen sulfide=0 ppm, combustible gas 0% LEL. No environmental sample collected from 0 -201. a S -1 8 -7 -7 E S-2 5-7-9 pH 8-3 13.11 -7 S-4 4 -4 -5 GS S-5 4-7-14 S -8 10 -20-34 S -7 8 -18 -20 GS Fora proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified location end•on the date indicated and therefore may not necessarily be Indicative of tither times andfor locations. �gg Sn 2 7 0 Non - Standard Penetration Resistance (300 lb. weight, 30" drop) A Blows per foot 10 20 30 40 50 ®. 0 AS • A »; A 0 20 40 60 80 100 Water Content ( %) Plastic Limit F-40-1 Liquid Limit Natural Water Content 0 5 10 15 20 26 30 35 40 BORING: BOW LAKE RECYCLING AND TRANSFER STATION B -201 HWAGEOSCIENCES INC, BORING 2003008.GPJ 815108 TUKWILA, WASHINGTON PAGE: 1 of 1 PROJECT NO.: 2003 -008 FIGURE: A72 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING COMPANY: Cascade Drilling, Inc. SURFACE ELEVATION: DRILLING METHOD: Hollow -Stem Auger, CME 75 tracked rg SAMPLING METHOD: Dames and Moore, 3001b Autohammer LOCATION: See Site & Exploration Plan, Figure 2A 290.35 ± feet DATE STARTED: 2/18r2007 DATE COMPLETED: 2/18 /2007 LOGGED BY: J. Speck z li 0 5 gm 2 U co DESCRIPTION 10--^ 15 20 25 30 — 35 — 40 — m tu z w S-1 3-4-4 0 S-2 4 -5 -7 0 S-3 5.11 -14 E S-4 OTHER TESTS 8.14-24 GS E S -5 9-12-23 5-0 5 -15-20 AS -7 8 -28 -29 0 S -8 10 -20-30 S -9 18 -50/6" GS NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated and therefore may not necessarily be Indicative of other.times and/or locations. Non - Standard Penetration Resistance (300 Ib. wetghl, 30" drop) P ♦ Blows per foot O u) 10 20 30 40 50 0 0 20 40 00 80 Yy 0 40 Water Content (%) Plastic Limit Liquid Limit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC PROJECT NO.: 2003-008 BORING: B -202 PAGE: 1 of 2 FIGURE: A -3 P20 200300&GPJ 8/8(08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale SM • Loose, brown, sbty, One to coarse gravelly, fine to medium SAND, moist. ;`� (FILL) J •"b► Loose, dark gray, silly, fine to medium SAND, moist. Refuse %i•• 90% by volume (20% comp. 80% non - compressible), e.g. .40 vs wood, clay, metal. 8A1 Note: black staining and hydrocarbon odor in soil and `refuse. (REFUSE) `Cuttings: Black stained silty SAND and refuse. SM 1 Medium dense, gray (with rust mottling and black product ) 1 staining), silty, fine to coarse gravely, fine to medium 1 • WAND, moist. (FILL) ) Dense, yellow -brown, slightly slit', tine to coarse gravelly, fine 10 medium SAND, moist. (GLACIAL OUTWASH) : Dense; light brown, silty, fine to coarse gravelly, tine to ,. . , Sp 1 medium SAND, moist. Faint horizontal stratification noted by 1 • SM %differentiaicoloration in sand. 1 Grades to yellow brown. Grades to wet. Faint (single) horizontal stratification noted by rust coloration In sand at 20.5 feet below ground surface. Ground water noted at 23.0 feet below ground surface. Very dense, dark yellow -brown, slightly silty, fine to medium SANG, wet. Approximately 1 to 2 feet of heave. 10--^ 15 20 25 30 — 35 — 40 — m tu z w S-1 3-4-4 0 S-2 4 -5 -7 0 S-3 5.11 -14 E S-4 OTHER TESTS 8.14-24 GS E S -5 9-12-23 5-0 5 -15-20 AS -7 8 -28 -29 0 S -8 10 -20-30 S -9 18 -50/6" GS NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated and therefore may not necessarily be Indicative of other.times and/or locations. Non - Standard Penetration Resistance (300 Ib. wetghl, 30" drop) P ♦ Blows per foot O u) 10 20 30 40 50 0 0 20 40 00 80 Yy 0 40 Water Content (%) Plastic Limit Liquid Limit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC PROJECT NO.: 2003-008 BORING: B -202 PAGE: 1 of 2 FIGURE: A -3 P20 200300&GPJ 8/8(08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING COMPANY: Cascade Drlll{ng: Inc. SURFACE ELEVATION: DRILLING METHOD: Hollow -Stem Auger, CME 75 tracked rig SAMPLING METHOD: Dames and Moore. 300Ib Autohammer LOCATION: See Site:& Exploration Plan, Figure 2A 290.35 ± feet DATE STARTED: 2/16/2007 DATE COMPLETED: 2/1812007 LOGGED BY: J. Speck 0 m o 40 46 50 USCS SOIL CLASS DESCRIPTION Approximately 5 feet of heave. Trace gravel in sample. Gravel Is fine to coarse, sub- angular to sub - rounded. 'SP Very dense, gray, slightly silty. fine to medium SAND. wet. • SM Approximately 5 feet of heave. Trace organic material (wood) in sample. Approximately 6 feet of heave. Boring terminated-at 51.5 feet, Ground water observed at 23.0 feet below ground surface 55 during drilling. Ground water measured at 20.26 feet below ground surface on 03109107. Gas readings: carbon monoxidc=0 ppm, hydrogen sulfide =0 ppm. combustible gas 0% LEL. Environmental sample B -202 -C collected from samples S-1 60 through S-4. 2 -inch PVC pieiometer installed to 51.5 teat with 10 toot slotted screen. 65 70 75 80 cc 0 w co n. 2 .§ In w F tr as w O 1 / W 8 o av6i0 0 S -10 5 -50/6" S -11 5018" 0S -12 5016" NOTE: This tog of subsurface conditions applies only at the specified location and on the date Indicated and therefore may not necessarily be Indicative of other times and /or locations. Non - Standard Penetration Resistance (300 lb. weight. 30" drop) A Blows per foot 20 30 40 50 }Nt -40 —45 >Ire^ 50 65 L 60 65 — 70 0 '20 40 60 80 100 Water Content (%) Plastic Limit 1— •411)—••-1 Liquid Limit Natural Water Content 75 80 BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCESINC TUKWILA, WASHINGTON PZO 2003008.GPJ 815/08 BORING: B -202 PAGE: 2 of 2 PROJECT NO.: .200.3 -008 FIGURE: A -3 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING COMPANY: Cascade Drilling, Inc, SURFACE ELEVATION: DRILLING METHOD: Hollow -Stem Auger, CME 76 tracked rig SAMPLING METHOD: Dames and'Moore, 3001b Autohammer LOCATION: See Site & Exploration Plan, Figure 2A 290.46 * feet DATE STARTED: 2/19/2007 DATE COMPLETED: 2/19/2007 LOGGED BY: J. Speck og 0— 5 10 15 — 20 — 25 30 — 35 — 40 DESCRIPTION L L Z 7 S-1 6-4-4 S -2 1-4-7 S -3 3 -9 -16 S-4 11- 28 -50 /6 S -5 7 -26-44 OTHER TESTS 8-6 10 -20 -36 GS pH AS -7 20.15.28 / S -8 17 -22 -38 S-9 10 -20 -24 NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated and therefore may not necessarily be indicative of other times endlor locations. Non - Standard Penetration Resistance E U (300 lb. weight, 30" drop) A Blows per foot awls 0 10 20 30 40 A 5 >>-&-- 10 P >A'-15 A A >Ar-20 25 — 35 20 40 60 80 y *-A 40 Water Content ( %) Plastic Limit Liquid Limit Natural Water Content , ' BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC. PZO 2003008.GPJ 816/08 BORING: B -203 PAGE: 1 of 2 PROJECT NO.: 2003-008 FIGURE: A-4 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale SP Loose, brown, silty, fine to medium SAND with gravel, moist. :'. SM Loose, dark brown, silty, fine to medium SAND with gravel, moist. Grave) Is fine to coarse, sub - angular to sub - rounded. (FILL) Grades to medium dense and light yellow- brown. Some rust mottling. Faint sub - horizontal stratification, ML Very stiff, light yellow- brown, slightly sandy SILT, moist SM ) r (WEATHERED OUTWASH) i Medium dense, yellow brown (rust mottling), silty, fine to medium SAND, moist, Trace gravel, fine to coarse, SM r 1 sub - angular to rounded. Faint sub - horizontal stratification. i f,Coarse grained partings with rust stalni p. ( Grades to very dense and dark yellow brown. (ADVANCE OUTWASH) Cuttings: Yellow brown, slily SAND with gravel, moist, Three to six Inches of slightly sandy SILT with gravel In very disturbed sub - horizontal laminations. Cuttings: dark yellow brown silty SAND with gravel, moist. Some sandy SILT Inclusions. Grades to olive gray. Trace coarse sand. No gravel noted. Driller notes ground water at 23 feel below ground surface • possible perched. . • SP SM Dense, yellow brown to olive gray, slightly silty, fine to medium SAND, moist. Faint stratification sub - horizontal to very high angle. Very dense, olive gray, slightly silty, fine to medium SAND, moist, Gravel In discrete layer, 30' to 30.25', Gravel is fine to coarse, sub - angular to rounded. Cuttings: yellow brown slightly silty SAND, moist. Dense, olive gray, slightly silty, fine to medium SAND, moist. L L Z 7 S-1 6-4-4 S -2 1-4-7 S -3 3 -9 -16 S-4 11- 28 -50 /6 S -5 7 -26-44 OTHER TESTS 8-6 10 -20 -36 GS pH AS -7 20.15.28 / S -8 17 -22 -38 S-9 10 -20 -24 NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated and therefore may not necessarily be indicative of other times endlor locations. Non - Standard Penetration Resistance E U (300 lb. weight, 30" drop) A Blows per foot awls 0 10 20 30 40 A 5 >>-&-- 10 P >A'-15 A A >Ar-20 25 — 35 20 40 60 80 y *-A 40 Water Content ( %) Plastic Limit Liquid Limit Natural Water Content , ' BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC. PZO 2003008.GPJ 816/08 BORING: B -203 PAGE: 1 of 2 PROJECT NO.: 2003-008 FIGURE: A-4 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale "DRILLING COMPANY: Cascade Or8l4, Inc. SURFACE ELEVATION: DRILLING METHDD: Hoiibw -Stem Auger, CME 75 cracked rig SAMPLING METHOD: Dames and Moore, 3001b Autahammer LOCATION: See Site & Exploration Pian, Figure 2A 290.46 ± feet DATE STARTED: 2/19/2007 DATE COMPLETED: 2/1912007 LOGGED BY: J. Speck 40 45 — 60 — 55 — 60 — 85 — 70 — 75 — 80 — DESCRIPTION tu m z co Non - Standard Penetration Resistance a. 2 Z m.s L ez F (300 a lb. Blows per foot W -1 W t0 a s a —. w ce o g a O a uVi 0 10 20 30 40 5 O Grades to very dense. Some rust staining' from 40 to 40.25 feet below ground surface. Faint sub - horizontal stratification. Boring terminated at 51.5 feet. Possible perched ground water observed at 23 feet during drilling. No groundwater observed during measurement on 03/09/07, Gas readings: carbon monoxide =0 ppm, hydrogen sulfide =0 ppm, combustible gas 0% LEL. No environmental samples collected from boring. 2 -inch PVC ptezometer Installed to 51.5 feet with 10 foot slotted screen. L 8-10 10 -24-50 8-11 10.20 -28 S-12 10 -20 -30 GS NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be indicative of other times and/or locations. 0 A 45 50 65 —60 —65 —70 — 75 0 20 40 60 80 100 Water Content ( %) Plastic limit I—O- -i Liquid Limit Natural Water Content 80 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC. PZO 2003008.GPJ 815108 PROJECT NO.: 2003-008 BORING: B -203 PAGE: 2 of 2 FIgURE: Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale A-4 DRILLING COMPANY: Cascade Drilling, Inc. SURFACE ELEVATION: DRILLING METHOD: Hollow -Stem Auger, CME 85 truck rig SAMPLING METHOD: California Split Spoon w/ Autohammer LOCATION: See Site & Exploration Plan, Figure 2A 282.48 3 feet DATE STARTED: 2/13/2007 DATE COMPLETED: 2/13/2007 LOGGED BY: P. Pearson w 0— 5— 10 -- 15 — 20 — 25 — 30 — 35 — 40 — m co 8 co DESCRIPTION ES -1 15-27-37 7 OTHER TESTS S -2 12 -38 -42 GS E S-3 24- 50/6" Q 7 S-4 10 -20 -32 S -5 16 -22 -32 S-6 21 -28-32 GS A/ S -7 25-38-40 NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessartly be Indicative of other times and/or locations. Non - Standard Penetration Resistance (300 lb, weight, 30` drop) • Blows per foot 0 0 10 20 30 40 0 »•A/— 5 > >A'-10 >r—l& L »6r-- 20 »6x-25 »•& -35 —>>6— 40 20 40 60 80 100 Water Content ( %) Plastic Limit II--- -0-- -1 Liquid Limit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCESING TUKWILA, WASHINGTON PZO 2003008.0PJ 815108 PRQJECT NO.: 2003-008 BORING: B -204 PAGE: 1 of 2 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale FIGURE: A -5 SP Surface consists of grass and quarry spans. Cuttings consist of brown, fine to medium SAND, moist. (WEATHERED DRIFT) Dense. reddish -brown, fine to medium SAND, moist. r• • SM Very dense, light brown, stty gravelly SAND, moist. (GLACIAL TILL.) Very dense, olive gray, silty gravelly SAND, moist. Some thin laminations of fine to medium sand. Very dense, brownish -gray, silty gravelly SAND, moist to very moist. SM Very dense, light brown, silty, fine to coarse SAND, rnolst to very moist. (ICE CONTACT STRATIFIED DRIFT) :. SP Very dense, light brownish -gray, fine to medium SAND, moist. Trace silt. (ADVANCE OUTWASH) SP "•SM Very. dense, light brownish -gray, slightly silty, fine SAND, moist. SP "• • SM Very dense, light brownish -gray. slightly silty, fine SAND, moist. Some gravel below 36 feet. o b n U - ES -1 15-27-37 7 OTHER TESTS S -2 12 -38 -42 GS E S-3 24- 50/6" Q 7 S-4 10 -20 -32 S -5 16 -22 -32 S-6 21 -28-32 GS A/ S -7 25-38-40 NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessartly be Indicative of other times and/or locations. Non - Standard Penetration Resistance (300 lb, weight, 30` drop) • Blows per foot 0 0 10 20 30 40 0 »•A/— 5 > >A'-10 >r—l& L »6r-- 20 »6x-25 »•& -35 —>>6— 40 20 40 60 80 100 Water Content ( %) Plastic Limit II--- -0-- -1 Liquid Limit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCESING TUKWILA, WASHINGTON PZO 2003008.0PJ 815108 PRQJECT NO.: 2003-008 BORING: B -204 PAGE: 1 of 2 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale FIGURE: A -5 • uRILLING COMPANY: Cascade Drilling. Inc. SURFACE ELEVATION: DRILLING METHOD: Hollow -Stem Auger, CME 86 truck rig SAMPLING METHOD: California Spilt Spoon w/ Autohammer LOCATION: See Site 8 Exploration Plan, Figure2A 282.48 t feet DATE STARTED: 2/13/2007 DATE COMPLETED: 2/13/2007 LOGGED BY: P. Pearson 40 45 — 50 — 65 — 60—' 65 — 70 — 75 — 80 USCS SOIL CLASS DESCRIPTION SP Very dense, brown to gray, sandy, fine to medium GRAVEL, moist. Trace silt. w w W U U w cc s E (7J LI 2g a O a. a a r S-8 50/5" . Very dense, light brownish -gray, clean, fine SAND; with fine to (/I S -9 16 -32 -40 medium gravel, moist. /� Very dense, light brownish -gray, clean fine SAND. with fine.to% S -10 5W8" \medium gravel, moist. / Boring terminated at 51,5 feet. No ground water observed during drilling. No ground water observed in plezometer during measurement on 03/09/07. No gas readings collected at B -204. No environmental sample collected from B -204. 2 -inch PVC plezometer Installed to 60 feet with 10 foot slotted screen. NOTE: This log of subsurface conditions applies only at the specified location,and on the date Indicated and therefore may not necessarily be.indlcative of other times and/or locations. I 11I1TI11 F1j1I111_I.11111111111111 ] Non - Standard Penetration Resistance (300 lb. weight, 30" drop) A Blows per feet 10 20 30 40 o� 50 0 20 40 60 80 100 Water Content (%) Plastic Limit I- -.---i Liquid Umit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCES INC TUKWILA, WASHINGTON PZO 2003008:GPJ 815/08 BORING: B-204 PAGE: 2 of 2 PROJECT NO.: 2003 -008 FIGURE: A -5 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale (DRILLING COMPANY: Cascade Drilling, Inc. DRILLING METHOD: Hollow-Stem Auger, CME 85 truck rig SAMPLING METHOD:' California Split Spoon w/ Autohammer SURFACE ELEVATION: 281 ± feet LOCATION: See Site Exploration Plan, Figure 2A DATE STARTED: 2/13/2007 DATE COMPLETED: 2/13/2007 LOGGED BY: P. Pearson p 0 5— 10 — 15--' 20 — 25 — 30 — 35 USCS SOIL CLASS DESCRIPTION 0 lv., o (. GP )` f1 Cuttings consist of brown, sandy GRAVEL, moist from 0 to 2 feel. ::. SM (FILL) Cuttings consist of brown silty SAND from 2 feet to 5 feet. Very dense, olive gray, gravelly, silly, fine to medium SAND, moist. (GLACIAL TILL) Very dense, olive gray, gravelly, silty, fine to coarse SAND, moist o ti o Cc 00 GM Hard, olive gray, silty, sandy, fine to coarse GRAVEL, moist. SP Very dense, brown, medium SAND, moist. (ADVANCE OUTWASH) Very dense, light brown, silty, medium to coarse SAND, moist. SM 5-1 24 -50 /8" GS S -2 50 /6" S-3 25- 50/4" GS pH Z S-4 14-35-50/3" V , r d light brown, gravelly, silty, fine to medium On..., \moist, S -5 l Boring terminated at 25.6 feet No ground water observed at time of exploration. No environmental sampling or monitoring performed. 50/8" 40 — For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be indicathre of other times andlor locations. GROUNDWATER Non - Standard Penetration Resistance (300 Ib. weight, 30" drop) A Blows per foot 0 g 10 20 30 40 50 O 0 -0 .• >isr-- 10 » & -15 »4x-20 »4— 25 30 —35 20 40 60 80 100 Water Content ( %) Plastic Limit f--- -0---1 Liquid Limit Natural Water Content 40 8121 BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCES INC TUKWILA, WASHINGTON PROJECT NO.: 2003 -008 BORING 2003008.GPJ 8/6108 BORING: B -205 PAGE: 1 of 1 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale FIGURE: A -6 'GRILLING COMPANY: Cascade Drilling, Inc. SURFACE ELEVATION: DRILLING METHOD: Hollow-Stem Auger, CME 75 tracked rig SAMPLING METHOD: Dames and Moore, 3001b Autohammer LOCATION: See Site & Exploration Plan, Figure 2A 250.04 i feet DATE STARTED: 2/13/2007 DATE COMPLETED: 2/13/2007 LOGGED BY: J. Speck 0 6 O gm USCS SOIL CLASS DESCRIPTION 10 — 15 — 20 — 25 — 30 — 35 — 40 — SM SM SP SM ML Brown, silly fine to medium SAND, gravel, moist, leaf litter. (FILL) Very Loose, rust- mottled brown, silty, fine to medium SAND, moist. Trace organic refuse (< 5% by volume), burnt wood. Loose, brown with traces of rust mottling, slightly silty, fine to medium SAND, moist, roots and rootlets. No refuse. (GLACIAL OUTWASH) Loose, yellow brown, slightly silty, fine to medium SAND, moist. No stratification. Medium dense, light yellow -brown to yellow brown, slightly •silty,•fine to medium SAND, moist. No stratification. Rust staining at 10.75 feet below ground surface, < 1 rnm thick. Medium dense, light yellow brown, silty fine to medium SAND. moist. Some fine horizontal layers of rust at about 20.5 feet below ground surface, Griller notes: Pounding on a rock. Very dense, rust mottled, gray, silty fine to medium SAND, wet. 2-inch inclusion of dlomict -like (till -like) sandy SILT with -.gravel. Hard, gray, slightly fine sandy SILT, dry. Some fine to coarse gravel, sub - angular to•sub- rounded. Rough drill action below approx. 28 feet. Boring terminated at 31.5 feat. Ground water observed at 25:0 feet below ground surface. Gas readings: carbon monoxide =0 ppm, hydrogen sulfide =0 ppm, combustible gas 0% LEL. Environmental sample B -206 -C collected from samples S -1 through S-4. 2-Inch PVC.piezometer installed to 31.5 feet with 10 foot slotted screen. w a v / L Q L v v v SAMPLE NUMBER w v _ Non - Standard Penetration Resistance z h - w V (300 (b. weight, 30" drop) A Blows per fool Ill w Q. 0 Ny 0 5-1 1 -2 -1 S -2 1-3 -4 S43 3 -4-5 S-4 2 -5 -5 S-5 3-8-7 GS S -8 4 -8 -9 S -7 50/5 S -8 8.38 -38 GS NOTE: This fog of.subsurface conditions applies only at the specified tocatlon and on the date Indicated and therefore may not necessarily be indicative of other times andiorlocations. 10 20 40 40 O 20 40 60 80 100 Water Content ( %) Plastic Limit I- -®-- -I Liquid Limit Natural Water Content 1 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC. PZO 2003008.GPJ 8/5108 PROJECT NO.: 2003008 BORING: B -206 PAGE: 1 of 1 FIGURF,s- Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale A -7 DRILLING COMPANY: Cascade Drilling, Inc. DRILLING METHOD: Hollow-Stem Auger, CME•75 tracked rig SAMPLING METHOD: Dames and Moore, 3001b Autohammer SURFACE ELEVATION: 238 t feat LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/12/2007 DATE COMPLETED: 2/1212007 LOGGED BY: J. Speck & B. Thurber 0 5— 10 J 15 — 20 — 25 — 30 — 36 — 40 -- 2 U 0 DESCRIPTION eeeeei ree•eei .voe::: 0eiei! 4e:er 4•04, gee �eeQ! ei °lei ■lee ei••!: ye�44, reeeee! ■e Met -� �eeeeei ejeeej i•i•i! '.:+: e�i0� ieeee! �eieiei .ee0i �eeeeei �eeeeei :•b0e4 :ee• e4e0� %+e:i OeOi �.� Cuttings consist of loose, dark brown, silty, fine to medium SAND, organics, moist. IILI V 7 — 7 ..._1 7 7 J� /' / e o i � � i r ■ (TOPSOIL) Very loose, rust - mottled yellow brown, silty, fine to medium SAND, moist, trace scattered refuse. (FILL WITH REFUSE) Grades to dark brown, silty, fine to medium SAND, with plastic debris. Very loose, rust -red to brown, silty, fine to medium SAND, moist. Refuse; glass, burnt wood, rubber (less than 10% by volume). Color changes to dark brown - dark gray, with strong refuse r odor. / L Very loose, gray sandy SILT, moist. More than 80% refuse (60% compressible, 40% non-compressible), Grades a dark gray. Loss than 10% refuse (100% non - compressible). Hard to drill. I ML Very , bgra, fine , mdry. stratlOCatstiffn. 1 -2 y mm sandy beddingSILT, alost No laminated. refuse. Soma (ICE - CONTACT STRATIFIED DRIFT) ML SM Driller notes change in drilling action at 23 feet below the ground surface. Hard, gray, dilatant, non - plastic, fine sandy SILT to silty SAND, dry to vary moist. Coarse sky partings, sub-horizontal angles, Boring terminated at 31.5 feet. No ground water observed during drilling. Gas readings: carbon monoxide=0 ppm, hydrogen sulfide =0 ppm, combustible gas 0% LEL. Environmental sample B- 207 -C collected from samples S -1 through 8-6. S -1 2 -1 -1 8-2 1-1-1 8-3 2 -2 -2 S-4 S -5 1 -2 -3 S -6 4 -8 -16 S -7 8 -15 -18 S -8 12-16-22 For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be indicative of other times and /or locations. cc 0 0 Non - Standard Penetration Resistance (300 Ib. weight, 30" drop) 0 Blows per fool 10 20 30 40 0 50 0 —5 — 10 —15 --20 —25 —30 0 20 40 60 80 100 Water Content ( %) Plastic Limit Liquid Limit Natural Water Content 35 40 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSC1ENCES INC. BORING 2003008.GPJ B/5/06 PROJECT NO.: 2003-008 BORING: B -207 PAGE: 1 of 1 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale FIGURE: A -8 GRILLING COMPANY: Cascade Drilling, Inc, GRILLING METHOD: Hollow-Stem Auger, CME 75 tracked rig SAMPLING METHOD: Dames and Moore, 3001b Autohammer SURFACE ELEVATION: 227 ± feet LOCATION: See Site & Exploratidn Plan, Figure 2A DATE STARTED: 2/13/2007 DATE COMPLETED: 2/13/2007 LOGGED BY: J. Spdck th 0 5 10 J co USCS SOIL CLASS DESCRIPTION 15 — 20 — 25 30 — 35 — 40 — Boring terminated at 28.5 feet. No ground water observed during drilling. Gas readings: carbon monoxide =0 ppm, hydrogen suHide =0 ppm, combustible gas 0% LEL. Environmental sample 8 -208 -C collected from samples S -1 through S-5. T v Q SAMPLE NUMBER ut U g w5 re z a. 8-1 2 -3 -1 S -2 2-1-2 re re h S:3 1 -1 -1 OC 2 -1 -1 S-5 0-0-1 S-8 3-8-9 8.7 8 -14 -22 For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechriical report. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be indicative of other times and/or locations, GROUNDWATER Non-Standard Penetration Resistance (300 Ib. weight, 30" drop) A Blows per foot 10 20 30 40 0 20 40 60 80 100 Water Content ( %) Plastic Limit F--- ®--- -) Liquid Limit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCESINC TUKWILA, WASHINGTON BORING 2003008.GPJ 815108 PROJECT NO.: 2003-008 BORING: B -208 PAGE: 1 of 1 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale FIGURE: A -9 `, SM Grass, loose, brown, silty, fine to medium SAND, moist. leaf litter. r�0�4o >00000 "4 V* % :0:* 000 4000 0.0`• '04+0•• 4.4* ,f :44: e •::: 00 000 4s4 :4 X4444 X0400 ,00400 +444 : r ITOPSOIL) Loose, red - brown, silty One to medium SAND. moist. Refuse 30% by volume (10% comp. 90% non - comp.) (REFUSE) Perched water noted at 8.5 feet below ground surface. Loose, gray, silty, fine to medium SAND, moist. Refuse 40 by volume (10% compressible, 80% non - comp.) CutOhgs wet. Loose, Olive- brown. silty, fine to medium SAND, moist. Refuse 50.% by volume (10 % compressible, 90% non - comp.) 41 ;'.p`• Very soft, black to dark gray. slightly sandy, SILT. moist to wet. Refuse 40% by volume (100% non - comp.) ML Grades from very soft to stiff, dive grayto gray, slightly sandy SILT, moist. 86-horizontal rusfmottled, coarse grained partings: Non - laminated or stratified. (GLACIAL OUTWASH) ML Hard,. gray, slightly sandy SILT, moist. Non - laminated or stratified, 15 — 20 — 25 30 — 35 — 40 — Boring terminated at 28.5 feet. No ground water observed during drilling. Gas readings: carbon monoxide =0 ppm, hydrogen suHide =0 ppm, combustible gas 0% LEL. Environmental sample 8 -208 -C collected from samples S -1 through S-5. T v Q SAMPLE NUMBER ut U g w5 re z a. 8-1 2 -3 -1 S -2 2-1-2 re re h S:3 1 -1 -1 OC 2 -1 -1 S-5 0-0-1 S-8 3-8-9 8.7 8 -14 -22 For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechriical report. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be indicative of other times and/or locations, GROUNDWATER Non-Standard Penetration Resistance (300 Ib. weight, 30" drop) A Blows per foot 10 20 30 40 0 20 40 60 80 100 Water Content ( %) Plastic Limit F--- ®--- -) Liquid Limit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCESINC TUKWILA, WASHINGTON BORING 2003008.GPJ 815108 PROJECT NO.: 2003-008 BORING: B -208 PAGE: 1 of 1 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale FIGURE: A -9 DRILLING COMPANY: Environmental Driling Inc. SURFACE ELEVATION: 222.34 ± feet DRILLING METHOD: Hollow -Stem Auger, Simcoe 4000 tracked rig SAMPLING METHOD: SPT wI Autohammer LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 3/2/2007 DATE COMPLETED: 3/2/2007 LOGGED BY: P. Pearson 0 5— 10 — -1 15 — 20 — 25 — 30 35 — 40 — USCS SOIL CLASS DESCRIPTION NalSurface vegetated with blackberries, some trees. g;6j! WS, •411.•�� •: � %O : :i it : : i : : tp:44, MA �� y* 9O I∎:+: %% �ii�i re* , ::* ���ii iiiiiio �iii �Of n+: VA 6:44 ♦ +. * A 4 *. (TOPSOIL) - Cuttings consist of silty SAND, with refuse (paper, plast c, glass). (FILL WITH REFUSE) No sample recovery. Loose, brown, silty SAND, moist. Refuse: glass - 5% by volume, organics - 10% by volume, plastic - 2% by volume. Trace gravel. Loose, reddish-brown, silty SAND, with gravel, moist. Refuse: glass - 5% by volume, organics and charred organics - 2% by volume. Loose, reddish -brown to brownish-gray to dark gray, silty SAND, with gravel, moist, Refuse: wood - 5% by volume, paper - 2% by volume, glass - 2% P P y 9 by volume. Hydrocarbon -like odor. Loose, dark brownish -gray, silly SAND, moist. Refuse: paper - 10% by volume, glass - 2% by volume, metal - 2% by volume, organics - 5% by volume. Slight hydrocarbon -like arms, :•ei ���i�i�i i :iii 'it.:44. � titi' °i odor. / Soh, brown to gray, sandy SILT, moist. Refuse: paper - 20 %, organics - 5 %, glass - 2 %. Hydrocarbon -like odor. WI VA AM ••••••• n. :*: ":44±moist. •ise� i�� i Medium dense, dark to light gray, silly SAND, with gravel, Refuse: organics - 2% (rubber) • SM • Dense, gray, gravelly, silty, SAND, moist. Trace organics. (GLACIAL OUTWASH) Very dense, gray to olive gray, gravely, silty, SAND, moist. 10 Standard Penetration Test (140 Ib. weight, 30" drop) 0 Blows per foot 20 30 40 1 -1/12 ® S -1 2 -1 -2 ® 8-2 1-2-2 8-3 2 -1 -3 N S-4 0-2-4 00 S -5 4-2-2 S-8 4.7 -8 S -7 17 -21 -13 S-8 23 -5014 NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated and therefore may not necessarily be indicative of other times and/or locations. 20 40 60 80 100 40 Water Content (%) Plastic Limit 1 —®-- -1 Liquid Limit Natural Water Content BORING: BOW LAKE RECYCLING AND TRANSFER STATION B -209 HWAGEOSCIENCES INC, TUKWILA, WASHINGTON PROJECT NO.: 2003-008 PAGE: 1 of 2 PZO 2003008.GPJ 8/5/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale FIGURE; A -10 DRILLING COMPANY: Environmental Drilling Inc. SURFACE ELEVATION: 222.34 f feet DRILLING METHOD: Hollow -Stem. Auger, Simcoe 4000 tracked rig SAMPLING METHOD: SPT w /Autohammer LOCATION: See Site BExptoration Plari, Figure 2A DATE STARTED: 3/2/2007 DATE COMPLETED: 3/2/2007 LOGGED BY: P. Pearson o Fe 40 O U, DESCRIPTION 45 — 50 — 55 — 60— 05 70-- 75 — 80 — No sample recovery. Boring terminated at 40 feet. Ground water observed at 30 feet during drilling. Ground water measured at 33.72 feet below ground surface on 03/09/07. Gas readings: carbon monoxide =21 ppm, hydrogen sultlde =0 ppm, combustible gas 0% LEL. Environmental sample 8- 209 -C collected from samples S -1 through 6-7. 2 -inch PVC piezometer installed to 41.55 feet with 10 foot slotted screen. w g I z a a w 0 to ~ m cc z 1N.1 W I=- w W a ,. 0 a co 10 20 30 40 50 r7 40 Standard Penetration Test (140 lb. weight, 30' drop) • Blows per foot 26 -50/4 NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be Indicative of other times and/or locations. 20 40 80 80 100 Water Content ( %) Plastic Limit F—®- -i Liquid Limit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION HWA.GEOSCIENCES INC. TUKWILA, WASHINGTON PROJECT NO.: 2003-008 P20 2003008.GPJ 8/5108 BORING: B -209 PAGE: 2 of 2 FIGURE: . A -1.0 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING COMPANY: Cascada Drilling, Inc. DRILLING METHOD: Hollow -Stem Auger, CME 75 tracked rig SAMPLING METHOD: Dames and Moore, 3001b Autohammer SURFACE ELEVATION: 247 t feet LOCATION: See Site 6 Exploration Plan, Figure 2A DATE STARTED: 2/14/2007 DATE COMPLETED: 2/1412007 LOGGED BY: J. Speck w 0 0— 5 USCS SOIL CLASS DESCRIPTION • `. SM Loose, brown, silty, fine to medium SAND, moist. (FILL) r� •v �••••� ��� °�! VW! • :i.:44, e °• : i���°� ♦••• °• °•! °i °i °i ;;•O: t+:4. ••�4 ° °� �O °! `. l - .`, M. 'i ∎∎•• i••• 4t•�•� VA '4,1 °•° + :4. i+•• ∎•• °•! ..o. %i •••• n•°•i :••• *4 �••���� �•.1��4. :444, e +:+: :4+:4, "•+• Oi °e! °ii °i e°. °:: ii,+,3; e••�E � ° °i �0�� $0. al N. :4 • • •••••• •••• Kt:: Medium dense, nisi mottled, dark brown, silty, fine to medium SAND with fine to coarse gravel, moist. Gravel - sub - angular to angular, Refuse: 20% by volume, (10% compressible, 90% non - compressible). Refuse includes, brick, wood and plastic. (FILL with REFUSE) Rough drilling noted al about 5 feet below the ground surface. Becomes dark brown to black. Refuse: 20% by volume (100% non - compressible). Includes brick and wood. Cuttings: similar. Medium dense, dark brown to black, silty, fine to medium SAND with fine to coarse gravel, moist. Refuse: Less than 10% by volume, (100% non - compressible). Cuttings: similar. r Becomes loose. Refuse: 30% by volume (10% compressible, X90% non - compressible). Refuse includes brick and wood. j Medium dense, dark brown to black, silty, fine to medium SAND with gravel, moist. Refuse: 90% by volume, (20% compressible, 80% non-compressible). Includes plastic, wood, metal, construction debris. (REFUSE) Cuttings : similar. Medium dense, gray, slightly silty, fine to medium SAND, moist. Traces of coarse rounded gravel. Refuse: 80% by volume (30% compressible, 70% non - compressible). Refuse includes rubber, wood, tile, metal. Cuttings: 70 - 90% refuse (50% compressible, 50% non - compressible). Medium dense, dark gray, silty, fine to medium SAND, moist. Refuse 50% by volume (50% compressible, 50% non - compressible). Refuse includes plastic, wood, metal. Medium dense, dark brown to black, silty, fine to medium SAND, moist. Refuse 80% by volume, (40% compressible, 60% non - compressible). Refuse includes plastic, fabric, wood, metal. Dark gray silty SAND with refuse. Loose, gray to brown, silty, fine to medium SAND, moist Refuse 70% by volume, (40% compressible, 60% non - compressible). (plastic, wood, metal) Dark gray, silty SAND with refuse. 10 — 15 -- 20 25 30 — 35 — 40 LO a 2 w 17 Z L 7 L / w z .8 to z a e. S -1 3-4 -9 S -2 6 -8 -8 8-3 10-13-7 S -4 2 -2 -2 5-5 5.18.10 S -6 4-6-4 S -7 5 -5 -5 S -8 4-5-6 S -9 3-4-3 cc w 0 O For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only, at the specified location and on the date Indicated and therefore may not necessarily be indicative of other times and/or locations. GROUNDWATER Non - Standard Penetration Resistance (300 Ib. weight, 30" drop) A Blows par foot 0 20 40 60 80 Water Content ( %) Plastic Limit 1-0-1 Liquid Until Natural Water Content 100 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC. PROJECT NO.: BORING: B -210 PAGE: 1 of 2 2003 -008 FIGURE: A -11 BORING 2003008.GPJ 815108 Provided to Builders Exchange of WA, Inc; For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING COMPANY: Cascade OriUIng, Inc. DRILLING METHOD: Hollow -Stem Auger, CME 75 tracked rig SAMPLING METHOD: Dames and Moore. 300lb Autohammer SURFACE ELEVATION: 247 ± feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2114/2007 DATE COMPLETED: 2/14/2007 LOGGED BY: J. Speck 40 — 45 2 .) c) 0 to 8 DESCRIPTION w LIJ SP Medium dense, gray. slightly silty. fine to medium SAND, moist. No refuse, possible product staining (black). (GLACIAL OUTWASH) l 50 — 55 — 00 — 65 — 70 — 75 — BO — ML ML Hard, gray, fine sandy, SILT with gravel, moist. (GLACIAL TILL) Very stiff. gray to light yellow brown, slightly sandy, non-stratified SILT, moist Some coarse- grained partings with 1 rust mottling - sub - horizontal. t (GLACIAL DRIFT) Boring terminated at 51.5 feet. No ground water observed at 8 -210. Gas readings: carbon monoxide =0 ppm, hydrogen sulfide =0 ppm. combustible gas 0% LEL. Environmental sample B -210 -C collected from samples S-1 through S-10. r Z 6 j Z 8-10 w z¢ w rc 0.e 9 -10 -13 8-11 9-19-24 S -12 5.11 -18 For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsudace conditions applies only at the specified location and on the date indicated and therefore may not necessarily be Indicative of other times and/or locations. GROUNDWATER Non - Standard Penetration Resistance (3001b. weight, 30" drop) • Blows per foot 10 20 30 40 50 • • . A 40 45 .50 55 60 65 70 —75 0 20 40 60 80 100 Water Content (%) Plastic Limit I --0—I Liquid Limit Natural Water Content 80 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSaENCES INC BORING 2005008.GPJ'al5IOB BORING: B -210 PAGE: 2 of 2 PROJECT NO.: 2003 -008 FIGURE: A-11 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING COMPANY: Cascade Drilling, Inc. DRILLING METHOD: Hollow -Stem Auger, CME 75 tracked rig SAMPLING METHOD: Dames and Moore, 3001b Autohammer SURFACE ELEVATION: 249 i feet LOCATION: See Site '& Exploration Plan. Figure 2A DATE STARTED: 2/14/2007 DATE COMPLETED: 2/14/2007 LOGGED BY: J. Speck 0— 5 10 15 (0 Uscs sots CLASS DESCRIPTION 20 — 25 30 35 40 For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. uJ W UJ F- 2 J J ti I v Z / L 8-1 4 -5-7 S -2 3-3-3 S-3 5 -7 -3 8-4 1-4-3 S-5 3-3-4 S -6 2 -2 -2 S -7 3-3-4 S-0 3-3-3 S-9 8 -12 -13 OTHER TESTS NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be Indicative of other times end /or locations. GROUNDWATER Non - Standard Penetration Resistance (300 Ib. weight, 30" drop) A Blows per foot 10 20 30 40 50 '-0 a: A r5 —10 — 15 — 20 —25 — 30 —35 20 40 60 BO 100 Water Content ( %) Plastic Limit { ® { Liquid Limit Natural Water Content 40 171 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC PROJECT NO.: 2003-008 BORING: B -211 PAGE: 1 of 2 FIGURE: A -12 BORING 2003008.GPJ 8 /5/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale SM Grass, loose, brown, slily, fine to medium SAND, moist. . Scattered refuse. PS Medium dense, brown, silty(TO, tine to OIL) medium SAND with find to coarse gravel, moist. Gravel is sub-angular to rounded, moist. (FILL) Loose, rust mottled, dark yellow brown to dark gray, saty, fine to medium SAND with gravel, moist. SM $i$+ ++�+� �+�Q! .�s, � M!:!.. Medium dense, dark gray to black, silty, tine to medium SAND, with gravel, moist. Refuse: 10% by volume (10% compressible, 90% non-compressible). Slight hydrocarbon odor. III SM r (FILL WITH REFUSE) / Loose, dark gray to black, silty, fine to medium SAND with fine to coarse gravel, moist. Gravel Is sub - angular to sub-rounded. (FILL) g +: /4:444 ++! V� • Loose, dark gray, slily, fine to medium SAND, with fine to caorse gravel, moist. Gravel Is sub - angular to sub-rounded. Refuse: 30% by volume (100% non - compressible). (glass) ■•■•■• g•+ 441.0 1++44, + ++++i r��•i *V ■i +i i:44, :::+: ++ +$ y+M +++• �� +1,+11 g•+ OAiii�+ r +i +Di +: v, *4 +i •: (FILL WITH REFUSE) /, g y, slit send with plastic, metal and glass refuse. Dark gray, Y W g (REFUSE) Loose, dark gray, silty, fine to medium SAND. Refuse: 80% by volume (30% compressible, 70% non - compressible). Refuse includes, glass wood and metal. Refuse: 80% by volume (80% compressible, 20% non - compressible). (wood, metal and plastic) Refuse: 5096 by volume (50% compressible, 50% non- compressible). Dark gray silty and with lase refuse. 9 Y Y ', SP Medium dense, rust mottled, yellow brown to olive gray, silty, fine to medium SAND, moist. Banded rust staining, approximately 3 inches, sub - horizontal. (GLACIAL OUTWASH) 20 — 25 30 35 40 For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. uJ W UJ F- 2 J J ti I v Z / L 8-1 4 -5-7 S -2 3-3-3 S-3 5 -7 -3 8-4 1-4-3 S-5 3-3-4 S -6 2 -2 -2 S -7 3-3-4 S-0 3-3-3 S-9 8 -12 -13 OTHER TESTS NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be Indicative of other times end /or locations. GROUNDWATER Non - Standard Penetration Resistance (300 Ib. weight, 30" drop) A Blows per foot 10 20 30 40 50 '-0 a: A r5 —10 — 15 — 20 —25 — 30 —35 20 40 60 BO 100 Water Content ( %) Plastic Limit { ® { Liquid Limit Natural Water Content 40 171 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC PROJECT NO.: 2003-008 BORING: B -211 PAGE: 1 of 2 FIGURE: A -12 BORING 2003008.GPJ 8 /5/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale 9 DRILLING COMPANY; Cascade Grilling, Inc. DRILLING METHOD: Hollow -Stem Auger. CME 75 tracked rig SAMPLING METHOD: Dames and Moore. 300Ib Autohammer SURFACE ELEVATION: 249 i feet LOCATION: See Site: ti Exploration Plan. Figure 2A DATE STARTED: 2)1412007 DATE COMPLETED: 2/14/2007 LOGGED BY: J. Speck w 40 — USCS SOIL CLASS DESCRIPTION 45 --, 50 — 55 — 60 — 65 — 70 — 75 — 80 --- Medium dense. light yellow brown to gray, slightly silty, flno to medium SAND, moist. Dense, Itght yellow brown to gray, slightly silly, fine to medium _ V SAND, moist. Boring terminated at 48.5 feet. No ground water observed during drilling. Gas readings: carbon monoxide =0 ppm, hydrogen sulfide =0 ppm, combustible gas 0% LEL. Environmental sample 8 -211 -C collected from samples S -2 through S-9. w U fi i w a tu o. 5-10 7 -8 -13 S -11 7 -18-19 0 For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be indicative of other times and/or locations. ce a Non - Standard Penetration Resistance (300 Ib. weight, 30" drop) • Blows per foot 0 20 40 60 80 100 Water Content ( %) Plastic Limit 1 --411)- -1 Liquid Limit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCESINC. TUKWILA, WASHINGTON BORING: B -211 PAGE: 2 of 2 PROJECT NO.: 2003-008 FIGURE: A -12 BORING 2003008;GPJ 8/5/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale PROJECT NO.: 2003 -008 BORING: B -212 PAGE: 1 of 1 FIGURE: A -13 DRILLING COMPANY: Cascade Drilling, Inc. DRILLING METHOD: Hollow -Stem Auger, CME 75 tracked rig SAMPLING METHOD: Oariles and Moore, 3001b Autohammer SURFACE ELEVATION: 257 ± feet LOCATION: See Site 8 Exploration Plan, Figure 2A DATE STARTED: 2/14/2007 DATE COMPLETED: 2/14/2007 LOGGED 8Y: J. Speck 0 0 03 DESCRIPTION g;+: +i +0i r+�i +i : ne+•: 4+4.+4 �+ + :i +i � + + +�.r 0 :44( ,+++ + +i � ++� ,� + yg+:< +oo• ,`�� +�� 't•0 +! g++ +: " . 3 Inches of asphalt. Medium dense, gray sity fine to medium SAND with gravel, motet. (FILL) Medium dense, dark gray to black, silty, fine to medium SAND, moist. Refuse: 30 % by volume (50 % compressible, 50% non- cmpressible). Refuse Includes wood, metal and glass. (FILL WITH REFUSE) loose, dark gray, silty fine to medium SAND, moist to wet. Refuse: 10 -20% by volume (50% compressible, 50% non-compressible). (wood, metal, glass) Cuttings: similar Medium dense, dark gray to black, silty, fine to medium ■ , + + + + +� 'i+i +i+ y� ++� ��O` + +� SAND, moist. Refuse: 30 - 40% by volume (20% compressible; 80% non-compressible). Refuse includes alai, fabrics and glass. +• +1 Eg;Refuse: ������ ,i + + +i ++� +� •+• +•! �� + : +: O °Oi ,� +. +.4 ii e i.:+01 + + +i +i + + + + +� :444( Loose, dark gray to black, silty, fine to medium SAND, moist. 60% by volume (10% compressible, 90% non - compressible). Refuse Includes rubber, plastic and metal. (REFUSE) Looso, dark gray to yellow brown, elty, fine to medium SAND, moist, Refuse: 80% by volume (70% compressible, 30% non-compressible). Refuse includes wood and metal. Loose, dark gray, silly, fine to medium SAND, moist. Refuse: 80% by V010010 (60% compressible, 50% non - compressible). Refuse includes wood, metal, plastic, paper and glass. Cuttings: Dark gray to black silly SAND with refuse. Less . • SP refuse noted. r Dense, tight yellowish brown, silty, fine to medium SAND, moist. Black staining In top 3 Inches of sampler. (GLACIAL OUTWASH) 5— 10 15 20 25 — 30 35 — 40 — Boring torminatod at 31.5 feet. No ground water observed during drilling. Gas readings: carbon monoxide =0 ppm, hydrogen sulfide =0 ppm, combustible gas 0% LEL. Environmental sample B- 212 -C collected from samples 5 -2 through S -7. L L Z v L w E tu a Z S -1 4 -7.8 S -2 34 -2 S -3 4-6.7 S -4 2 -3-3 35 3 -3 -3 S-6 3 -3 -5 S -7 8 -16 -17 OTHER TESTS S-8 5 -13 -19 GS For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnicai report. NOTE: This log of subsurface conditions applies only at the specified Location and on the date indicated and therefore may not necessarily be indicative of other times and /or locations. GROUNDWATER Non - Standard Penetration Resistance (300 lb, weight, 30" drop) A Blows per foot 0 20 40 60 80 Water Content ( %) Plastic Limit 1 ---0 -1 Liquid Limit Natural Water Content 100 BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCES INC TUKWILA, WASHINGTON BORING 200300a:GPJ 8/5/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale a DRILLING COMPANY: Cascade Drilling, Inc. DRILLING METHOD: HollowStem Auger, CMS 85 truck rig SAMPLING METHOD: California Split Spoon wl Autohammer SURFACE ELEVATION: 259 ± feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/13/2007 DATE COMPLETED: 2/13/2007 LOGGED BY: P. Pearson J y 0 —� 10 — 15 — 20 — 25 30 35 — 40 USCS SOIL CLASS DESCRIPTION M P :4 inches of asphalt. Cuttings consist of silty, gravelly SAND, moist, Some refuse `Including textile fragment end organics. 1 (FILL) Medium dense; grey, fine to Medium SAND, moist. No refuse. (ADVANCE OUTWASH) Dense, alternating IIght brown and gray, One to medium SAND, moist Trace slIt. 1- Inch.thick native deposit of s3ty SAND with evenly distributed charred organic fragments at 5 feet (possible volcanic deposit). Dense, light brown, slightly silty, fine to medium SAND, moist. Medium dense, gray, silty, fine SAND, moist. Trace horizontal laminations. Dense, gray to light brown alternating layers, fine to medium SAND, moist. Trace silt. Dense. gray, fine to medium SAND, moist. Trace silt. Very dense, gray, fine to medium SAND, moist. Trace „1horizontal laminations. f Boring terminated at 28.6 feet. No ground water observed at time of exploration. Gas readings: carbon monoxide =0 ppm, hydrogen sulfide=0 ppm, combustible gas 0% LEL. Composite environmental sample, B- 213 -C, collected from samples S -1 through S -7. 0 ui a. v v 17 17 L 7 2 0 u) w 0 2 u)6 wS. cc 4 a8 rc 0 S-1 8 -14 -14 S-2 8 -14 -18 S-3 9 -14 -18 S-4 9 -12 -13 GS 8-5 9 -15 -18 S -6 18.18.18 S-7 15 -26-33 For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified location and on the data Indicated and therefore may not necessarily be indicative of other times and /or locations. g� O pz Non - Standard Penetration Resistance (300 lb. weight; 30" drop) • Blows per foot 0 10 20 40 50 0 0 a: 0 A 0 A .® A —5 10 15 20 -25 30 — 35 20 40 60 80 100 Water Content ( %) Plastic limit I-0- -I Liquid Limit Natural Water Content 40 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC, BORING 2003008,GPJ 8)5108 BORING: B -213 PAGE: 1 of 1 PROJECT NO.: 2003 -008 FIGURE: A -14 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING COMPANY: Cascade Drilling, Inc. DRILLING METHOD: Hollow -Stem Auger, CME 85 truck rig SAMPLING METHOD; California Split Spoon w/ Autohammer SURFACE ELEVATION: 255 t feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/13/2007 DATE COMPLETED: 2/13/2007 LOGGED BY: P. Pearson o- 5— 10— 15 — 20 — 25 — 30 35 — 40 — J 0 USCS SOIL CLASS DESCRIPTION • t WI GP 5 Inches of asphalt. Cuttings consist of gray, sandy, fine to medium GRAVEL, VI V 21 / 7 /_ / inc� ��4�ef %.:.: ..:•:•e i % %i ;•�e1 ,4; DRILLING COMPANY: Cascade Drilling, Inc. DRILLING METHOD: Hollow -Stem Auger, CME 85 truck rig SAMPLING METHOD: California Split Spoon w/ Autohammer SURFACE ELEVATION: 308 t feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/14/2007 DATE COMPLETED: .2/14/2007 LOGGED BY: P. Pearson S w 0— O gM USCS SOIL CLASS DESCRIPTION 5 —I 10 15 — 20 — 25 — 30 35 40 6 w z W v L v w zz .., ET) c z w ea. 8-1 14 -20-22 S -2 1 -2 -3 AL S -3 2-3-4 S-4 2 -3 -3 S-5 2 -3 -5 AS -6 18 -35 -50 S-7 5 -9 -9 For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified location•and on the date Indicated and therefore may not necessarily be indicativeof other times and /or locations. GROUNDWATER Non - Standard Penetration Resistance (300 Ib. weight, 30" drop) A Blows per foot w 10 20 30 40 50 .. a ...1 --40-1 A e »» • A A 20 40 80 80 Water Content( %) Ptasllo Limit 1 --•- -1 LIqukt Limit Natural Water Content 0 5 10 —15 20 25 — 30 — 35 100 40 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC PROJECT NO.: 2003-008 BORING: B -215 PAGE: 1 of 2 FIGURE: A -16 BORING 2003008.GPJ 815/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale ' SM •. Gravel paving and quarry spalle at the surface. Gray, silty SAND, with gravel, moist. (WSDOT FILL) Dense, dark gray, silty, fine to medium SAND with gravel, moist. Trace refuse (brick fragments - 1% by volume, organics - 3% by volume). Medium stiff, olive gray, loan CLAY with sand, moist. Trace gravel and organics. K. CL SM Loose, dark gray, silty SAND, with gravel, moist. Trace organics. ML Medium stiff, dark gray, sandy SILT, with gravel, moist. Some organics. Medium stiff, dark gray, sandy SILT, with gravel, moist. Some organics, Trace refuse (brick fragments - 1% by volume). Some greenish coloration. SM • Very dense, brown to red with mottled coloration, silty SAND, with gravel, moist. Abundant refuse (glass - 5 percent by volume, brick - 5 %, organics • 10 %. off- white, unknown material - 2%). (BURN FILL) Medium dense, reddish -brown, gray and black, silty SAND with gravel, moist. Abundant refuse (glass - 5% by volume, organics and charred organics - 5 %, copper - 2 %, brick and off-white unknown material - 2 %). 5 —I 10 15 — 20 — 25 — 30 35 40 6 w z W v L v w zz .., ET) c z w ea. 8-1 14 -20-22 S -2 1 -2 -3 AL S -3 2-3-4 S-4 2 -3 -3 S-5 2 -3 -5 AS -6 18 -35 -50 S-7 5 -9 -9 For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified location•and on the date Indicated and therefore may not necessarily be indicativeof other times and /or locations. GROUNDWATER Non - Standard Penetration Resistance (300 Ib. weight, 30" drop) A Blows per foot w 10 20 30 40 50 .. a ...1 --40-1 A e »» • A A 20 40 80 80 Water Content( %) Ptasllo Limit 1 --•- -1 LIqukt Limit Natural Water Content 0 5 10 —15 20 25 — 30 — 35 100 40 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC PROJECT NO.: 2003-008 BORING: B -215 PAGE: 1 of 2 FIGURE: A -16 BORING 2003008.GPJ 815/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING COMPANY: Cascade Drilling, Inc. DRILLING METHOD: Hoitow -Stem Auger, CME 85 truck rig SAMPLING METHOD: California Split Spoon w/ Autohammer SURFACE ELEVATION: 308 3 feet LOCATION: See Site 8 Exploration Plan, Figure 2A DATE STARTED: .2/14/2007 DATE COMPLETED: 2/14 /2007 LOGGED BY: P. Pearson X w 40 — 45 — 50 — 55 60-- 65 — ra USCS SOIL CLASS DESCRIPTION 70 — 75 — 80 — Medium dense, reddish -brown to dark gray, sOty SAND with gravel, moist. Abundant refuse (gloss and ceramics - 5% by volume, organics and charred organics - 5%). Medium dense, dark brownish - gray, silty SAND with gravel, moist. Abundant refuse (glass - 5% by-volume, organics and charred organics - 5 %, unknown material - 2 %). SP Dense, light grayish- brown, slightly silty, fine SAND, moist. Trace horizontal laminations. (ADVANCE OUTWASH) Very dense, light grayish - brown, fine SAND, moist. Trace horizontal laminations. Very dense, light grayish -brown, fine SAND, moist. Trace slightly silty, horizontal laminations. Very dense, tight grayish -brown, fine SAND, moist, Trace slightly silty, horizontal laminations. Boring terminated at 66.5 feet. No ground water observed at time of exploration. Gas readings: carbon monoxide =0 ppm, hydrogen sulfide =0 ppm, combustible gas 0% LEL. Composite environmental samples, B- 215 -C1, collected from samples 5 -1 through S -5, and B- 215 -C2, collected from samples S -5 through 5-10. K U W W W W m m aw w a$ o 0 8-8 5-7 -8 Z L S-9 6-7 -7 OC S -10 10 -20 -22 8-11 12 -25 -25 S-12 13 -22 -28 AS-13 16 -25 -29 For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report, NOTE: This tog of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be Indicative of other times and/or locations. GROUNDWATER Non - Standard Penetration Resistance (300 Ib. weight, 30" drop) A Blows per foot 10 20 30 40 x w 50 40 ® A »A —45 — 50 55 80 — 65 — 70 —75 0 20 40 60 80 100 Water Content ( %) Plastic Limit 1-61--1 Liquid Limit Natural Water Content 80 BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCESING TUKWILA, WASHINGTON PROJECT NO.: 2003-008 BORING: B -215 PAGE: 2 of 2 FIGURE: BORING 2003008.GPJ 8/5108 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www. bxwa.com - Always Verify Scale A -16 DRILLING COMPANY: Cascade Drilling, Inc. DRILLING METHOD: Hollow -Stem Auger, CME 85 truck rig SAMPLING METHC3D: California Split Spoon w/ Autohammer SURFACE ELEVATION: 309 f feet LOCATION: See •Site &Exploration Plan, Figure 2A DATE STARTED: 2%14/2007 DATE ,COMPLETED: 2114/2007 LOGGED BY: P. Pearson o. o 0— 10 — 15 USCS soil CLASS DESCRIPTION '� `. `. SM • Grass at surface. Cuttings consist of brown silty'SAND, moist. Loose, dark brown, silty. fine to medium SAND. with gravel. moist. Trace organics. (WSDOT FILL) ML Soft, brown to gray, sandy, plastic SILT. with gravel, moist. Some organics. Some discoloration. Stiff, dark olive gray, sandy, plastic SILT, with gravel, moist. Some organics. SP . SM Loose, to medium dense, fine to medium, slightly silty, SAND, moist. ML Stiff, gray, sandy SILT, with gravel, moist. Trace organics. Some discoloration. SP SM Loose, gray, silty SAND, moist. Trace,organics. Some clumps of gray, plastic SILT. moist. Some gravel. Dense, light brown, slightly silty, fine to medium SAND, moist. Thin silty lamination at 35 :5 feet. (ADVANCE OUTWASH) ` SP SM 20 — 25 30— 35 40 For a proper understanding of the nature of subsurface conditions, this exploration fog should be read in conjunction with the text of the geotechnical report. W LL m LU 2 a a 7 Z 7 v 17 X 8 S-1 2 -3-4 GS S -2 2 -1 -2 S -3 3-4-5 AL 8-4 2-4-5 S -5 3-5 -6 S-6 2.4-4 8-7 12-15-17 NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be Indicative of other times and/or locations. Non-Standard Penetration Resistance (300 Ib. weight, 30 °drop) A Blows per foot 0 20 40 00 Water Content (%) Plastic Limit l—@—1 Liquid Limit Natural Water Content 80 100 BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCES INC TUKWILA, WASHINGTON PROJECT NO.: 200408 BORING: B -216 PAGE: 1 of 2 FIGURE: A -17 BORING 2003008.GPJ 8!5108 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale GRILLING COMPANY: Cascada Drilling, Inc. GRILLING METHOD: Hollow -Stem Auger, CME 85 truck rig SAMPLING METHOD: California Spill Spoon w/ Autohammer SURFACE ELEVATION: 3091 feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/14/2007 DATE COMPLETED: 2/14/2007 LOGGED BY: P. Pearson m w 40 USCS SOIL CLASS DESCRIPTION 45 — 50 — 55 — 60 — 65 — 70 — 75- 80— -J Dense, Tight brown, silty, One to medium SAND, moist. Thin silty laminations at 40 foot end 40.5 feet. Dense, light brown, slightly silty, fine to medium SAND, moist. Dense, light greyish- brown, slightly silty, fine to medium SAND, moist. Thin, silty, organic lamination at 50.5 feet. Boring terminated at 51,5 feet. No ground water observed at time of exploration. Gas readings: carbon monoxide =0 ppm, hydrogen sulfide =0 ppm. combustible gas 0% LEL. Composite environmental samples, 8.216 -C, collected from samples 5-1 through 8-7. cr cw) w _ in IC Z W w wr m 0- J a a: a w v3� a' o / 5-8 10-21-25 GS L L S -9 11-15-16 5.10 10 -17.18 For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be indlcativa of other times.and /or locations. GROUNDWATER Non - Standard Penetration Resistance (390 lb. weight, 30' drop) • Brows par foot 0 10 20 30 40 k- 40 w — 45 i— 50 —55 —60 —65 — 70 —75 0 20 40 60 80 100 Water Content ( %) Plastic Limit 1-40--1 Liquid Limit Natural Water Content 80 g171 BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCES INC TUKWILA, WASHINGTON PROJECT NO:: 2003-008 BORING: B -216 PAGE: 2 of 2 FIGURE: A -17 BORING 2003008;GPJ'815108 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING.COMPANY: Cascade Drilling, Inc. DRILLING:METHOD: Hollow-Stem Auger. CME 85 truck rig SAMPLING. METHQD: California Split Spoon w/ Autohammer SURFACE ELEVATION: 311 t feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/14%20b7 DATE COMPLETED: 2/14/2007 LOGGED BY: P. Pearson 0e oz 0 5 10 15 20 25 30 35 40 USCS SOIL CLASS DESCRIPTION - - - = - J - - `, SM Grass, blackberry bushes and gravel at surface. (TOPSOIL) Cuttings consist of brown. silty SAND, with gravel. moist. Loose, olive brown, silty, fine to medium SAND, with gravel, moist. Some Iron oxide staining. (WSDOT FILL) K � // j CL Soto brown and gray to dark grey, sandy, lean CLAY with gravel, moist. Some gravel. Trace organics and dtscoloratlon. Soft, dark dive gray, sandy, lean CLAY with gravel, moist. Trace organics and discoloration. Soft, gray, sandy, sandy, lean CLAY with gravel, moist. Some organics (rotten wood). 3 -Inch thick, silty, fine to medium SAND layer at 20.5 feet. Cobble wood debris. sampler tip surrounded by gray sandy CLAY, moist. Some SM Medium donso, blufsh to greonlsh-gray, slily SAND, with gravel, moist. Somo organics and charred organics. ;: ,. SP SM Dense, light grayish - brown, slightly silty. fine SAND. moist. (ADVANCE OUTWASH) Q w g 0) c z z a. E. S-1 2 -2-4 GS S -2 2-2 -2 S-3 1 -1 -2 AL S-4 1 -2 -2 Vi S-5 4-4 -5 A/ S -6 3.6-7 S -7 10 -16.18 For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This tog of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessar8y tie indicative of other times and/or Locations. GROUNDWATER Non- Standard Penetration Resistance (300 Ib. weight, 30" drop) A Blows per foot 20 40 60 Water Content (%) Plastic Limit I--- -{ Liquid Limit Natural Water Content 80 100 BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOScIENCES INC TUKWILA, WASHINGTON BORING: B -217 PAGE: 1 of 2 PROJECT NO.: 2003-008 FIGURE: A-18 BORING 2003008.CPJ 8/5/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING COMPANY: Cascade Drilling, Inc. DRILLING METHOD: Hallow -Stem Auger, CME 85 truck rig SAMPLING METHOD: California Split Spoon w/ Autohammer SURFACE ELEVATION: 311 f feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/14/2007 DATE COMPLETED: 2/14/2007 LOGGED BY: P. Pearson w 40 — 45 — 50 — 55 — 60 — 65 — 70 — 75 — 80 O m USCS SOIL CLASS DESCRIPTION Boring terminated at 51.5 feat. No ground water observed at time of exploration. Gas readings: carbon monoxide =0 ppm, hydrogen sulfide =0 ppm, combustible gas 0% LEL. Composite environmental samples, B- 217 -C, collected from samples S -1 through S -7. I S-8 10 -18-25 -8 5-6-8 GS 6-10 18-23-28 re O For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated and therefore may not necessarily be Indicative of other times and /or locations. GROUNDWATER Non - Standard Penetration Resistance (300 Ib. weight, 30" drop) A Blows per foot 0 10 20 30 40 50 40 — 45 50 — 55 —60 —65 —70 —75 0 20 40 50 80 100 Water Content ( %) Plastic Limit 1-4)---1 Liquid Limit Natural Water Content 80 BOW LAKE RECYCLING AND TRANSFER STATION HWA.EOSCIENCES INC TUKWILA, WASHINGTON PROJECT NO.: 2003-008 BORING: B -217 PAGE: 2 of 2 FIGURE: A -18 BORING 2003008.GPJ 816108 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale Dense, light grayish- brown, slightly silty, fine SAND, moist. Trace horizontal laminations. Medium dense. tight grayish - brown, slightly silty, fine SANG, moist. 2-Inch layer of pinkish -gray, silty, fine SAND, with evenly distributed flecks of charred material at 48 feet (possible volcanic deposit). Very dense, light grayish - brown, slightly silty, fine SAND, moist. Boring terminated at 51.5 feat. No ground water observed at time of exploration. Gas readings: carbon monoxide =0 ppm, hydrogen sulfide =0 ppm, combustible gas 0% LEL. Composite environmental samples, B- 217 -C, collected from samples S -1 through S -7. I S-8 10 -18-25 -8 5-6-8 GS 6-10 18-23-28 re O For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated and therefore may not necessarily be Indicative of other times and /or locations. GROUNDWATER Non - Standard Penetration Resistance (300 Ib. weight, 30" drop) A Blows per foot 0 10 20 30 40 50 40 — 45 50 — 55 —60 —65 —70 —75 0 20 40 50 80 100 Water Content ( %) Plastic Limit 1-4)---1 Liquid Limit Natural Water Content 80 BOW LAKE RECYCLING AND TRANSFER STATION HWA.EOSCIENCES INC TUKWILA, WASHINGTON PROJECT NO.: 2003-008 BORING: B -217 PAGE: 2 of 2 FIGURE: A -18 BORING 2003008.GPJ 816108 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING'COMPANY: Cascade Drilling, Inc. DRILLING METHOD: Hallow -Stem Auger, CME 75 :tracked rig SAMPLING METHOD: Dames and Moore, 3001b Autohammer SURFACE'ELEVATION: 244 * feet LOCATION: 'See Site & Exploration Pian, Figure 2A DATE STARTED: 2/15/2007 DATE COMPLETED: 2115/2007 LOGGED. BY J. Speck o. 0 5 10 15 20 25 30 35 40 a 0 m usCS SOIL CLASS DESCRIPTION cc w w a 2 - _ WV: ;4':44 - ':+i i+: .4o,4pi '. +Ye +i +a+ SM Loose, brown to dark•brown, silty, finale medium SAND with gravel. moist. Gravel is finelo coarse, sub - angular to rounded. Organic soil - rootlets. (FILL) 11 /L V v 7 L VI VI L V V Loose, brown to dark brown, silty, tine to medium SAND with gravel, moist. Gravel is fine to coarse, sub - angular to rounded. Refuse is <10% by volume. 100% compressible. [burnt +a - � o +i +o ++i.! '+O++e VA +e +e+! _ ;X.:. '4 +! + + i + +i! + + V.V. V+e +� +�+ - .o ;� *e�� +e ++ y +��* i++e i++++++ - ;i i% +++ ++: + + +0e ' +,;' VV. ��+: - : +1'+o _ . n4 :4 ;s %� M44: V.V. n44: i++e - .4+4+*i : ++e++' - ;+:4 � + + ++� :444: � +4. +i +! ++ :: +, i wood] r (PILL WITH REFUSE) 1 Poor recovery: Loose, brown to dark brown, silty, fine to medium SAND with gravel, moist. Gravel is fine to coarse, sub - angular to rounded. Loose, brown to red brown, silty, lino to medium SAND, moist. Rotuse is 80% by volume, 100% compressible. (wood, burnt wood] (REFUSE) Loose, brown to black, silty, fine to medium SAND, moist. 81ack staining. Slight hydrocarbon odor. Refuse is 80% by volume. 50% compressible and 50% noncempressibie. [metal, plastic, wood] Loose, gray to black (product staining), silty, tine to medium SAND, moist. Product odor. Refuse is 80% by volume. 50% compressible and 50% non-compressible. wood, burnt wood, metal Loose, dark gray to black, slily, fine to medium SAND, Moist. Product staining. Slight product odor. Refuse is 60% by volume. 10% compressible and 90% non - compressible. [metal, glass) Looso, dark gray to black, silty, fine to medium SAND, moist. Slight product odor. Refuse is 40% by volume. 50% compressible and 50% non - compressible. )metal. wood) Bottom of sample: 1 to 2 inches dark gray, soft sandy SILT to P 9 Y Y silty SAND. - _ :. SP Medium dense, gray to light yellow brown, silty, fine to medium SAND, moist. Some burnt wood near top of sample (possible slough). (GLACIAL OUTWASH) S=1 8-4-2 S-2 2 -3 -2 S-3 3-2 -3 S-4 2 -1-4 S -5 4-4-4 S-6 54-3 S-7 6=4-4 S-8 3 -1 -3 S -9 20 -15 -19 OTHER TESTS For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report, NOTE This log of subsurface. conditions applies only at the specified location and on the date indicated and therefore may not, necessarily be Indicative.of other times and /or locations.. GROUNDWATER Non - Standard Penetration Resistance (3001b. weight, 30° drop) A Blows per foot 0 20 40 60 80 100 Water Content ( %) Plastic Limit •1 ® ( Liquid Limit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCESINC TUKWILA, WASHINGTON PROJECT. NO.: 2003-008 BORING: B -218 PAGE: 1 of 2 FIGURE: A -19 BORING 2003008,GPJ 615108 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING COMPANY: Cascade Drilling. Inc. GRILLING METHOD: Hollow -Stem Auger, CME 75 tracked rig SAMPLING METHOD: Dames and Moore, 3001b Autohammer SURFACE ELEVATION: 244 ± feel LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/16/2007 DATE COMPLETED: 2/15/2007 LOGGED BY: J. Speck F- o 40 — 45 — 50 — DESCRIPTION w w w m z V. '§ W w wJ -J H as S -10 12 -13 -15 55 — 60 — 65 — 70 -- 75 — BO --- Medium dense to dense, light yellow brown, slightly silty, fine to medium SAND, moist. / Boring terminated at 46.5 feet. No ground water observed during drilling. Gas readings: carbon monoxide =0 ppm, hydrogen sulfde =0 ppm, combustible gas 0% LEL. Composite environmental sample B- 218 -C collected from samples S-1 through S-9. S -11 18 -15 -20 OTHER TESTS For a proper understanding of the nature of subsurface conditions, this exploration Iog should be read in conjunction with the text of the geotechnical report. NOTE: This Iog of subsurface conditions applies only at the specified location and on the date Indicated and therefore may not necessarily be Indicative of other times and /or locations. GROUNDWATER Non - Standard Penetration Resistance (300 Ib. weight, 30" drop) A Blows per toot 10 20 m 0 40 50 40 —45 r 0 20 40 60 80 100 Water Content (9t,) Plastic Limit I- --®- -{ Liquid Limit Natural Water Content 50 55 BO 85 70 75 80 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES ING PROJECT NO.: 2003-008 BORING: B-21 8 PAGE: 2 of 2 FIGURE: A -19 BORING 2003008.GPJ 8/5/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING'COMPANY: Cascade Drilling, Inc. DRILLING METHOD: Hollow-Stem Auger, CME 75 tracked rig SAMPLING METHOD: Dames and Moore. 30011, Autohammer SURFACE ELEVATION; 285 ± feat LOCATION: See Site & Eriploration Plan, Figure 2A DATE STARTED: 2/20/2007 DATE COMPLETED: 2/20/2007 LOGGED BY: J. Speck x 0 a m co m v DESCRIPTION 10 — 15 — 20 — 25 — 30 SM ML 35 — 40 — SM Grass on yellow brown. sfty. One to medium SAND with gravel, moist Gravel Is fine to coarse, sub - angutar to rounded. Medium dense. yellow brown, silty; fine to medium SAND. moist. Trace gravel. Gravel is fine to coarse, sub - angular to rounded. Loose, grayish brown, silty, fine to medium SAND, moist. Trace gravel. Gravel Is fine to coarse, sub - angular to rounded. (WSDOT FILL) Soft, dark gray, sandy, clayey, SILT with gravel, moist. Gravel Is tine to coarse, sub - angular to sub - rounded. Medium stiff, olive gray, sandy, clayey, SILT, moist. Trace Gay. Trace gravel. Gravel Is fine to coarse, sub - angular to sub - rounded. Soft, dark gray, sandy, clayey SILT, moist. Trace gravel. Gravel is fine to coarse, sub - angular to rounded. Decomposing wood at bottom of sample. Soft, dark gray, sandy, clayey SILT, moist. Trace gravel. Gravel Is fine to coarse, sub - angular to sub-rounded. I Last Inch of sample: yellow brown, silty, One to medium ~SAND. moist. Possible native. Loose, dive brown, silty, One to medium SAND, moist. Trace gravel. Gravel Is fine to coarse, sub-rounded to rounded. Some water staining. w m a w w S-1 7 -7-6 AS -2 2-4-5 GS S-3 1 -1 -2 8-4 3-4-2 AL v -/ Z P Dense, yellow brown, slightly silty, fine to coarse SAND, moist. (ADVANCE OUTWASH) Boring terminated at 31.5 feet. No ground water observed during drilling. No environmental sample collected from B -219. Periodic gas monitoring near borehole showed no detections of carbon monoxide, hydrogen sulfide or combustible gas in the air at the time of exploration. / S -5 1 -1 -2 8-6 2 -2 -2 8-7 2 =2-3 GS S -8 7 -14 -16 For a proper understanding of the nature of subsurface conditions, this exploration log. should be read in conjunction with the text of the geotechnical report. NOTE: This tog of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be Indicative of; other times end /or locations. Non - Standard Penetration Resistance (300 Ib, weight, 30" drop) A Blows per foot 0 20 40 80 80 100 Water Content ( %) Plastic Limit - -O-- -{ Liquid Limit Natural Water Content mri HWAGEOSC[EnCEs INC BOW LAKE RECYCLING AND TRANSFER. STATION TUKWILA, WASHINGTON PROJECT NO.: BORING: B -219 PAGE 1 of 1 2003 -008 FIGURE: A -20 BORING 2003008.GPJ 915$09 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www,bxwa.com - Always Verify Scale DRILLING COMPANY: Cascade Drilling, Inc. DRILLING METHOD: Hollow -Stem Auger, CME 75 tracked dg SAMPLING METHOD: Dames end Moore, 3001b Autohemmer SURFACE ELEVATION: 308 ± feet LOCATION: See Site 8 Exploration Plan, Figure 2A DATE STARTED: 2/19/2007 DATE COMPLETED: 2/19/2007 LOGGED BY: J. Speck s 0 5 10 15 20 25 30 35 40 5 8 U DESCRIPTION _ . SM Grass on loose, brown, silty, fine to medium SAND with gravel, moist. Medium dense, brown, silty, fine to medium SAND with gravel, moist. Gravel Is fine to coarse, sub - angular to rounded. (WSDOT FILL) Loose, dark brown, silty, fine to medium SAND with gravel, moist. Some rust staining. Loose, brown to dark gray, silty, fine to medium SAND with gravel, moist. Some rust staining. (-^ IY/JI L / 71 L 21 0 / J � - � CL Stiff, dark gray, slightly sandy, lean CLAY, moist. Trace gravel. Gravel Is fine to coarse, sub - angular to sub - rounded. Trace wood. Stiff, dark olive gray, sandy, lean CLAY with gravel, moist. Trace wood. Driller notes rough drilling. Gravel Hard, dark gray, sandy, lean CLAY, moist. Traoe gravel. Gravel is coarse, sub - angular. Broken cobble In sampter. Driller notes rough drilling. Hard, dark gray, sandy, lean CLAY with gravel, moist. Gravel is fine to coarse, sub - angular to rounded. Wood in sample. Faint odor - decomposing wood/refuse. Broken cobble In sample. Driller notes rough drilling. r ML SM , ck, , moist. Medium Burn dense refuse bla Is 70% sandy by SILT volume to silty(brickSAND , glasswith , asphalgravel t) (BURN FILL) Very dense, red brown, silty, fine to medium SAND with gravel, moist. Broken cobble In sample. Burn refuse Is 30% by volume (brick, glass). / L Z SM S -1 5 -5 -5 S -2 1 -1 -1 GS S-3 1 -1 -1 S-4 3 -4.4 S -5 5 -5 -10 AL S-8 16.25 -20 S -7 18 -24 -21 5-8 2 -10 -9 S -9 50/6" For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated and therefore may not necessarily be indicative of other times and /or locations. Non - Standard Penetration Resistance (300 Ib. weight, 30" drop) A Blows per toot 10 20 30 40 50 0 A .® 0-4 A.. —5 10 15 20 25 L —30 »;per 35 20 40 60 80 100 Water Content ( %) Plastic Limit I-4)--1 Liquid Limit Natural Water Content 40 BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCES INC TUKWILA, WASHINGTON PROJECT NO.: 2003-008 BORING: B -220 PAGE: 1 of 2 FIGURE: A -21 BORING 2003008.GPJ 815108 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING COMPANY: Cascade Ming. Inc. DRILLING METHOD: Hollow-Stem Auger, CME 75 tracked rig SAMPLING METHOD: Games and Moore. 3001b Autoharnmer SURFACE ELEVATION: 308 ± feet LOCATION: See Site 8 Exploration Plan, Figure 2A DATE STARTED: '2/19/2007 DATE COMPLETED: 2/19/2007 LOGGED BY: J. Speck a.a7, p.0? 40 — 45 -J 0 USCS SOIL CLASS DESCRIPTION 50 -- 55 — 60 65 — 70 — 75 — 80 — ML M SP SM Very stiff, dark brown to red brown, sandy SILT end silty, fine to indium SAND with gravel. moist. Gravel Is fine to coarse, sub-angular to sub - rounded. Bum refuse Is 60% by volume (brick, glass. burn slag). Medium dense. silty, fine to coarse SAND with gravel, moist. Gravel is fine to coarse, sub- angular tosub-rounded. Bum refuse Is 70% by volume (brick, glass, wood, metal). No recovery. Driller notes hemmer may be pounding on e cobble during sampling. No recovery. Hammer bouncing off rock or wood. W tu tu m z UJ a a v w li S-10 5 -7 -12 QS -11 4-6-6 0812 8013" O S -13 No recovery. Driller notes probable mass being pushed In o front of auger during drilling. Subsequently broke through with `downhole hammer. Dense, dark gray, slightly slily, fine to medium SAND, moist. (ADVANCE OUTWASH) Dense, olive gray. slightly ellty, fine to medium SAND, moist. Faint rust staining from 71.0 to 71.5. Boring terminated at 71.5 feat. No ground water observed during drilling. Composite environmental sample. B- 220 -C, collected from samples S-7 through S•14, Periodic gas monitoring near borehole showed no detections of carbon monoxide, hydrogen sulfide or combustible gas in the air at the time of exploration. For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated and therefore may not necessarily be indicative of other (Imes and /or locations. S -14 18 -17 =18 CO O AS-15 14 -22 -23 GS OS-16 13-20-31 W 4 A z Non - Standard Penetration Resistance (300 lb. weight, 30" drop) ♦ Blows per foot 0 10 0 A 30 40 H o.� 50 0 40 a A 45 —60 55 60 —65 70 —75 0 20 40 80 80 100 Water Content ( %) Plastic Limit 1--0--1 Liquid Limit Natural Water Content 80 BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCES INC: TUKWILA, WASHINGTON PROJECT NO.: 2003 -008 BORING 2003008.GPJ 8/5108 BORING: B -220 PAGE: 2 of 2 FIGURE: A -21 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING COMPANY: Cascade Drilling, Inc. DRILLING METHOD: Hollow-Stem Auger, CME 75 tracked rig SAMPLING METHOD: Dames and Moore, 3001b Autohammer SURFACE ELEVATION: 396 * feel LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/20/2007 DATE COMPLETED: 2/2012007 LOGGED BY: J. Speck 10 15 20 25 — 30 36 — 40 USCS SOIL CLASS DESCRIPTION SAMPLE TYPE a W 2 uJ W ce o. OTHER TESTS S -1 3 -5 -3 GS VI5-2 2 -1 -2 L Z S -3 1 -2 -2 S -4 1 -2 -2 AL S -5 1 -2 -3 VS -6 2 -2 -3 L 7 S -7 3-3-4 S -8 26 -50/6" S -9 3 -4 -8 For a proper understanding of the nature of subsurface conditions, this exp oration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions appites only at the specified location and on the date Indicated and therefore may not necessarily be Indicative of other times andlor locations, Standard Penetration Test (300 Ib. weight, 30" drop) A Blows per foot 0 10 20 30 40 50 0 •A A A SH • A A —5 —10 x-15 -20 —25 0 20 40 60 80 100 Water Content (%) Plastic Limit 1 • 1 Liquid Limit Natural Water Content 30 35 40 BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCESING TUKWILA, WASHINGTON PROJECT NO.: 2003-008 BORING: B -221 PAGE: 1 of 2 BORING 2003008.GPJ 8/5708 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale FIGURE: A -22 SM Grass on loose, dark brown, silty. fine to medium SAND with gravel, moist. Loose, brown to dark brown, silty, fine to medium SAND with gravel, moist. Gravel is fine to coarse, sub- angular to sub - rounded. Some sandy silty lobes. (WSDOT FILL) ML Soft, dark gray, sandy SILT with gravel, moist. Gravel Is fine to coarse, sub - angular to sub - rounded. Some wood, Sofi, dark gray, sandy SILT with gravel, moist. Some wood. Soft, olive gray, sandy SILT with gravel, moist. Loose, dark gray, slightly sandy SILT, moist. Trace gravel. Loose, dark gray, sandy SILT to silty, fine to medium SAND, moist. Trace gravel. : SM Loose, dark brown, silty, fine to medium SAND, moist. Wood debris is 90% by volume. . SM SP'sub Dense, red brown, silty, fine to medium SAND with gravel, moist, Gravel is fine to coarse, sub - angular to sub- rounded. Burn refuse is 80% by volume (glass, brick, wood). I (BURN FILL) Medium dense, red brown, silty, fine to medium SAND with gravel, moist. Gravel is fine to coarse, sub - angular to - rounded. Burn refuse is 60% by volume (glass, brick, Jt wood). ! ' Medium dense grading to dense, Tight yellow brown, slightly silly, fine to medium SAND, moist. SAMPLE TYPE a W 2 uJ W ce o. OTHER TESTS S -1 3 -5 -3 GS VI5-2 2 -1 -2 L Z S -3 1 -2 -2 S -4 1 -2 -2 AL S -5 1 -2 -3 VS -6 2 -2 -3 L 7 S -7 3-3-4 S -8 26 -50/6" S -9 3 -4 -8 For a proper understanding of the nature of subsurface conditions, this exp oration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions appites only at the specified location and on the date Indicated and therefore may not necessarily be Indicative of other times andlor locations, Standard Penetration Test (300 Ib. weight, 30" drop) A Blows per foot 0 10 20 30 40 50 0 •A A A SH • A A —5 —10 x-15 -20 —25 0 20 40 60 80 100 Water Content (%) Plastic Limit 1 • 1 Liquid Limit Natural Water Content 30 35 40 BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCESING TUKWILA, WASHINGTON PROJECT NO.: 2003-008 BORING: B -221 PAGE: 1 of 2 BORING 2003008.GPJ 8/5708 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale FIGURE: A -22 DRILLING COMPANY: Cascade Drilling, Inc. DRILLING METHOD: Hollow -Stem Auger, CME 75 tracked dg SAMPLING METHOD: Dames and Moore. 3001b Autohammer SURFACE ELEVATION: 308 * feet LOCATION: ,See Site & Exploration Plan, Figure 2A DATE STARTED: 2120/2007 DATE COMPLETED: 2/2012007 LOGGED BY: J. Speck 40 45 50 55 60 a CO USCS SOIL CLASS DESCRIPTION 65 — 70 — 75 -- 80 — Boring terminated at 61.5 feet. No ground water observed during drilling. Composite environmental sample. 8.221 -C, collected from samples 8-6 through S-10. Periodic gas monitoring near borehole showed no detections of carbon monoxide, hydrogen sulfide or combustible gas in the air at the time of exploration. SAMPLE NUMBER W S-10 10 -16 -18 GS 8-11 5-20-28 S -12 20 -31 -50/6" S-13 18 -31 -39 6.14 12-31-38 GS For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechriical report. NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated and therefore may not necessarily be indicative of other times and/or locations. GROUNDWATER Standard Penetration Test (300 Ib. weight, 30" drop) A Blows per foot 0 10 20 30 40 50 e A >a; •e >9- e >9. 40 —45 50 55 60 — 65 0 20 40 60 80 100 Water Content ( %) Plastic Limit I--0-1 Liquid Limit Natural Water Content 70 75 80 BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCES INC TUKWILA, WASHINGTON PROJECT NO.; 2003 -008 BORING: B -221 PAGE: 2 or 2 FIGURE' A -22 'BORING'2003008.GPJ 8/5/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale SM (ADVANCE OUTWASH) Dense, light yellow brown, silty, fine to medium SAND, moist. Grades to very dense. / - 7 _ v _ 65 — 70 — 75 -- 80 — Boring terminated at 61.5 feet. No ground water observed during drilling. Composite environmental sample. 8.221 -C, collected from samples 8-6 through S-10. Periodic gas monitoring near borehole showed no detections of carbon monoxide, hydrogen sulfide or combustible gas in the air at the time of exploration. SAMPLE NUMBER W S-10 10 -16 -18 GS 8-11 5-20-28 S -12 20 -31 -50/6" S-13 18 -31 -39 6.14 12-31-38 GS For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechriical report. NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated and therefore may not necessarily be indicative of other times and/or locations. GROUNDWATER Standard Penetration Test (300 Ib. weight, 30" drop) A Blows per foot 0 10 20 30 40 50 e A >a; •e >9- e >9. 40 —45 50 55 60 — 65 0 20 40 60 80 100 Water Content ( %) Plastic Limit I--0-1 Liquid Limit Natural Water Content 70 75 80 BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCES INC TUKWILA, WASHINGTON PROJECT NO.; 2003 -008 BORING: B -221 PAGE: 2 or 2 FIGURE' A -22 'BORING'2003008.GPJ 8/5/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING COMPANY: Cascade Dniting, Inc. DRILLING METHOD: Hollow -Stem Auger, CME 76 tracked rig SAMPLING METHOD: Dames and Moore, 3001b Autohammer SURFACE ELEVATION: 302 ± feet LOCATION: See Site & Exploration'Plan, Figure 2A DATE STARTED: 2/20/2007 DATE COMPLETED: 2/20/2007 LOGGED BY: J. Speck 0 5 10 15 20 25 30 35 40 USCS SOIL CLASS DESCRIPTION - - - - J - . SM Grass on dark brown, city SAND with gravel, moist. Medium dense, olive gray, silty, line to medium SAND with gravel, moist. Gravel Is lino to coarse, sub-angular to sub- rounded. / /try Pig ii; , ��� / /I. ee eeo irrrir III III III viii iii iii ,ii iii CL ML I (WSDOT FILL) Medium stiff, dark gray, sandy, silty CLAY. moist. Trace gravel. Gravel is fine to coarse, sub - angular to sub - rounded. Medium stiff, gray, sandy silty CLAY, moist. Trace gravel. Gravel is fine to coarse, sub - angular to sub - rounded, Medium stiff, dark gray. sandy, silty CLAY, moist. Trace gravel. Gravel Is fine to coarse, sub - angular to sub - rounded. Some sandier sections (not stratified). Medium stiff, dark gray, sandy, silty CLAY with gravel, moist. Gravel Is tine to coarse, sub - angular to sub - rounded. SM • ; Very loose, dark gray, silty, fine to medium SAND with gravel, moist. Gravel is fine to coarse, sub - angular to rounded. - SM • Very dense, yellow brown to gray, silty, fine to medium SAND with gravel, moist. Gravel Is fine to coarse, sub - angular to rounded. (ADVANCE OUTWASH) Very dense, yellow brown, silty, fine to medium SAND, moist. Faint sub - horizontal bedding, possible water staining. Medium dense, yellow brown, silty, fine to medium SAND, moist Faint sub - horizontal bedding, possible water staining. } ▪ m h • z J 7 s 6 8-1 355 GS 7 S-2 2-3-4 L L L Q S -3 2-2-3 AL S-4 1 -2 -4 S -5 1.2 -4 S-8 1 -1 -1 S -7 10.5016 S -8 10-22-38 S-9 8.8 -9 GS For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated and therefore may not necessarily be indicative of other times and /or locations. GROUNDWATER Standard Penetration Test (3001b. weight, 30" drop) A Blows per foot 10 20 30 40 ® A A 5 10 15 20 »>A„— 25 »j— 30 - -eA 0 20 40 80 Water Content ( %) Plastic Limit Liquid Limit Natural Water Content 80 100 35 40 YLIi/1 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC. PROJECT NO.: 2003-008 BORING: B -222 PAGE: 1 of 2 FIGURE: A -23 BORING 2003008.GPJ 8(5(08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING COMPANY:, Cascade Drilling, Inc. DRILLING-METHOD: Hollow -Stem Auger, CME 75 tracked rig SAMPLING METHOD: -Dames and Moore, 3001b Autohammer SURFACE ELEVATION: 302 ± feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/20/2007 DATE COMPLETED: 2/20/2007 LOGGED BY: J. Speck tu 40 45 — 50 — 55 — 60 — 65 -- 70 — 75 — m g co USCS SOIL CLASS DESCRIPTION Medium dense, olive brown. silty. fine to medium SAND, moist Faint high -angle bedding, possible water staining. Boring terminated at 41.5 feet No ground water observed during drilling. No environmental sample collected from B -222. Periodic gas monitoring near borehole showed no detections of carbon monoxide, hydrogen sulfide or combustible gas in the air at the time of exploration. c: c. O C7 80 — For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: Thls tog of subsurface conditions-applies'only at the specified location and on the date indicated and therefore may not necessarily be Indicative of other times and/or locations. 10 Standard Penetration Test (300 Ib. weight, 30" drop) 0 Blows por foot 20 30 40 0 20 40 60 80 100 Water Content ( %) Plastic Limit Liquid Limit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC. BORING 2003008.CP:11i/5168 PROJECT NO.: 2003-008 BORING: B -222 PAGE: 2 of 2 FIGURE:. A -23 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING COMPANY: Cascade Drilling, Inc. DRILLING METHOD: Hoflow-Stem Auger, CME 85 truck rig SAMPLING METHOD: California Split Spoon w/ Autohammer SURFACE ELEVATION: 258 t feet LOCATION: See Site 8 Exploration Plan, Figure 2A DATE STARTED: 2/24/2007 DATE COMPLETED: 2/24/2007 LOGGED BY: P. Pearson E o- 5 — 10 — 15 — 20 — 25 — 30 — 35 — 40 — rn 8 DESCRIPTION •-• :4+:4 Mt •. SM Grass at the.surface. Medium dense, dark brownish -gray, silly SAND, moist. -- Some wood debris (10% by volume). (FILL) J - Medium stiff, dark gray, silty REFUSE, moist. Paper - 90% by volume, glass - 2 %. (REFUSE) Medium dense, dark gray, slightly silty, fine to medium SAND, . moist. No refuse or organics observed. Medium stiff, dark gray to black, sandy SILT, moist. Refuse: organics - 10% by volume, paper - 5 %, glass - 5 %. Slight h y drocarbon -lke odor. (FILL WITH REFUSE) Medium stiff, dark gray, sandy SILT, moist. Refuse: organics , - 10% by volume, glass - 5%. Loose, dark gray, silty, fine to medium SAND, moist. Refuse: metal - 2% by volume. Medium dense, dark gray, silty SAND, moist. Refuse: organics - 30% by volume, metal - 2%. No recovery - cobble in sampler tip. II W ; +:4 : + +i i +i •+• i+i ..:L+: v+•� + + +�� VA i •i• ∎*:∎, ;+!+l+� y;! • +i +i ;$+ SP +i �e +i :: • SP Medium dense, olive gray, slightly silty, fine SAND, moist. (ADVANCE OUTWASH) Medium dense, dark gray, fine SAND, moist. Dense, dark gray, fine SAND, moist. Thin, silty lamination at 31 feet. Medium dense, dark gray, slightly silty, tine SAND, moist. cif w co 4. 2 2 Z 8-1 13 -8-8 0 8 -2 8 -6.7 L S -3 4-8-6 w 6 m 8-4 2-3-3 OC pH 121 S -5 2 -3 -5 S-6 6 -5-4 S -7 7 -5-10 OC pH ® 8 -8 6 -0-6 L L S -8 6-10-13 GS S -10 8-13-15 VIS-11 12-15-16 S -12 10 -13 -16 For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be indicative of other times and/or locations. z 0 re 0 Non - Standard Penetration Resistance (300 Ib. weight, 30" drop) • Blows per toot 10 20 30 40 w 60 A • A A A • A A A A A 0 20 40 60 80 Water Content ( %) Plastic Limit I-- --C'- -$ Liquid Limit Natural Water Content 0 5 x--10 15 — 20 100 26 30 35 40 BOW LAKE RECYCLING AND TRANSFER STATION HWAGEoscIENCEsINC TUKWILA, WASHINGTON PROJECT NO.: 2003-008 BORING: B -223 PAGE: 1 of 2 FIGURE: A -24 BORING 2003008.GPJ 8/5108 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILUNG COMPANY: Caslade Drilling, Inc. DRILLING METHOD: Hollow-Stem Auger. CME 85 truck rig SAMPLING METHOD; CaliforniaSplit•SPoon wl Autotiammer SURFACE ELEVATION: 258 ± feet LOCATION: See'Sita &.£xplbration Plan, Figure 2A DATE STARTED: 2/24/2007 DATE COMPLETED: 2/24/2001 LOGGED BY: P. Pearson w o 40 45 — 50 — 55 — 60 — e5 — 70 — 75 — -J 0 CO USCS SOIL CLASS DESCRIPTION 80 — Dense. gray. slightly silty, tine SAND, moist. Boring terminated at 41.5 feet. No ground water observed at time of exploration. Composite environmental sample. 8- 223 -C, collected from samples S -1 through S-9. SAMPLE NUMBER w w z as Periodic gas monitoring near borehole showed a peak detection of 2% of the I.EL for combustible gas, and no detections of carbon monoxide or hydrogen sulfide in the alr at the time of exploration. y OTHER TESTS For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified iocaUon and on the date Indicated and therefore may not necessarily be indicative of other limes and /or locations. re w w a O Non-Standard Penetration Resistance (300 Ib. weight, 30" drop) A Blows per foot ce 10 20 30 40 w 50 0 r. 40 0 20 40 BO 80 Water Content (%) Plastic Limit, Liquid Limit Natural Water Content —45 —50 —55 —60 —85 — 70 — 75 80 100 BORING: BOW LAKE RECYCLING AND TRANSFER STATION B -223 HVWAGEOSCIENCFS INC TUKWILA, WASHINGTON BORING .2003008:GPJ 8!5708 PAGE: 2 of 2 PROJECT NO.: 2003 -008 .. FIGURE: A-24 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale • • DRILLING COMPANY: Cascade Drilling, Inc. DRILLING METHOD: Hollow -Stem Auger. CME 85 truck rig SAMPLING METHOD: California Split Spoon w/ Autohammer SURFACE ELEVATION: 250 f feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/2472007 DATE COMPLETED: 2/24/2007 LOGGED BY: P. Pearson 5 U O in GP ML GP DESCRIPTION 4 inches of asphalt. Cuttings consist of brown, sandy GRAVEL with cobbles. Hard drifting. (FILL) J ard, light brownish -gray, sandy SILT, with gravel and cobbles, moist. Slightly rust - mottled, (ICE- CONTACT STRATIFIED DRIFT) Very dense, light brownish -gray, silty, fine sandy GRAVEL, moist. Some rust - mottling. No recovery. Medium dense, light olive brown. silty, fine SAND, moist. Medium dense, light brownish -gray, slightly silty, fine SAND, moist. (GLACIAL OUTWASH) Medium dense, light grayish- brown, fine SAND, moist. Boring terminated at 10.5 feet, No ground water observed at time of exploration. Gas readings: carbon monoxide =0 ppm, hydrogen suicide =0 ppm, combustible gas 0% LEL. No environmental samples collected. Z S-1 16 -50/6 Z 7 7 7 L S -2 18-32-32 17-28-26 S-3 8 -9 -10 S-4 5 -10-11 S -5 8-10-12 us PW O For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE This log of subsurface conditions applies only at the specified Location and on the date Indicated and therefore may not necessarily be Indicative of other times and/or locations. GROUNDWATER 0 Non - Standard Penetration Resistance (300 lb. weight, 30" drop) A Blows per foot 10 26 30 40 50 0 20 40 80 80 100 Water Content ( %) Plastic Limit Liquid Limit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC. PROJECT NO.: 2003-008 BORING: B -224 PAGE: 1 of 1 FIGURE: A -25 BORING 2003008.GPJ 815108 Provided to Builders Exchange 'of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING COMPANY: Cascade Drilling, Inc. DRILLING METHOD: Hellow -Stem Auger, CIE 85 truck rig SAMPLING'METHOD: California Split Spoon wl Autohemmer SURFACE ELEVATION: 248 ± feat LOCATION: See Site & gxploration Plan, Figure 2A DATE STARTED: 2/24/2007 DATE COMPLETED; 2124/2007 LOGGED BY: P. Pearson ww 0 USCS SOIL CLASS DESCRIPTION 5— 10 — 15 — 20 — 25 — 30 — 35 40 — 4 inches of asphalt. Harddniling near surface. Cuttings consist of sandy ',GRAVEL. moist. (FILL) Very dense, tight grayish-brown to dark brown, slightly silty, gravelly SAND, moist. Dense, dark gray. gravelly, fine to coarse SAND, moist. Slag -like material with black flecks. Very loose, greyish - brown, silty SAND, with gravel. moist Refuse: glass - 10% by volume, wood debris - 5 %. (FILL WITH REFUSE) Very loose, grayish- brown, silty SAND, moist. Refuse: organics - 2% by volume. glass - 1 %. No recovery. J- Medium stiff, brownish -grey, sandy SILT. moist to wet. Refuse: wood debris - 50% by volume, glass - 2 %, Slight ..hydrocarbon -like odor. Loose, gray, silty, fine to medium SAND, moist to wet. Organics - 5 % by volume. Slight hydrocarbon -like odor. Loose, gray. silty. tine to medium SAND, moist. Organics - \5% by volume. Slight hydrocarbon -like odor. �- Dense, grayish brown, silty, foie SAND, moist. 1 -Inch thick lamination of silty SAND at 23 feet. (ADVANCE OUTWASH) Dense, brownish -gray, silty, fine SAND, moist. Dense. brownish -gray, fine SAND, moist. Trace silty laminations. Very dense. gray, fine SAND, moist. Boring terminated at 35.5 feet. 140 ground water observed at time of exploration. m S -1 5015 21 S-2 10 -20-2 7 S-3 1 -2 -1 1 -2 -1 3-4-4 0 0 8-5 2 -3 -3 OC pH m S-8 5-5-4 0 S-7 5-3 -3 OC pH 8-6 14 -21 -25 GS QS-0 15 -20 -20 OS-10 15 -20 -25 S-11 15 -28 -25 For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechriical report. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated andllierefore may not necessarily be indicative of other ernes and/or locations. GROUNDWATER 0 Non - Standard Penetration Resistance (300 lb. weight, 30" drop) A Blows per foot 10 20 30 40 50 -- A: A A 0 i0 A A• ,0 »; 0 20 40 60 80 100 Water Content ( %) Plastic Limit 1- -4-- -I Liquld Limit Natural Water Content 0 5 10 16 20 25 30 35 40 BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCES INC TUKWILA, WASHINGTON PROJECT NO.: 2003 -008 BORING 2003008.GPJ 815/08 BORING: 8 -225 PAGE: 1 of 2 FIGURE: Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale A -26 DRILLING COMPANY: Cascade Dulling, Inc. DRILLING METHOD: Hollow -Stem Auger, CME 85 truck rig SAMPLING METHOD: California Split Spoon wl Autohammer SURFACE ELEVATION: 246 t feet LOCATION: See Site & Exploration Plan. Figure 2A DATE STARTED: 2/24/2007 DATE COMPLETED: 2/24 /2007 LOGGED BY: P. Pearson a- 40 — d m y USCS SOIL cuss DESCRIPTION 45 — 50 — 55 — 80 — 85 — 70 — 76 — 80 — Gas readings: carbon monoxide =0 ppm, hydrogen suede =o ppm, combustible gas 0% LEL. Environmental sample, B•225 -C, collected from samples S -1 through S-8. w w m agVJ For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated and therefore may not necessarily be Indicative of other times and/or locations. t:9 Non - Standard Penetration Resistance (300 Ib. weight. 30" drop) A Blows par foot 0 20 40 60 80 Water Content ( %) Plastic Limit 1-410-1 Liquid Limit Natural Water Content 100 BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCES INC TUKWILA, WASHINGTON PROJECT NO.: 2003-008 BORING: B -225 PAGE: 2 of 2 FIGURE: A -2F BORING 2003008.GPJ 8/5/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING COMPANY: Cascade Milling, Inc. DRILLING METHOD: Hollow-Stem Auger, CME 85 truck rig SAMPLING METHOD: California Split Spoon w/ Autohammer SURFACE ELEVATION: 247 t feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/24/2007 bATE' COM PLET ED: 2/24 /2007 LOGGED BY: P. Pearson x 0 0 CO N 6 DESCRIPTION o v 1 , Cy op \4 inches of asphalt. �- Cuttings consist of sandy GRAVEL, moist to 2 feet. \ (FILL) SP .. 'SM • Medium dense, gray, slightly silty, fine SAND, moist. (GLACIAL OUTWASH) Dense, gray, slightly silty, fine to medium SAND, moist. . Very dense, gray, slightly silty, fine to medium SAND, moist . Gravelly from 8 to 9 feet, Dense, olive gray, slightly silly, fine SAND. moist. Dense, gray, slightly silty, fine SAND, moist. 1 -inch silty layer at 16.5 feat. Very dense, gray, slightly sity, fine to medium SAND, moist. • 1 Gp . • • SP SM 5— 10 15 20 — 25 — 30 — 35 — 40 — Boring terminated at 21,6 feet. No ground water observed at time of•exploration. Gas readings: carbon monoxide-0 ppm, hydrogen sulfide =0 ppm, combustible gas 0% LEL. No environmental samples collected. v 7 cn'5 e w ce z az S-1 8 -12 -12 S-2 12 -15-16 S-3 10 -25-26 OTHER TESTS AI S-4 12 -18 -20 GS �j pH L S-5 12 -18 -21 S-6 16 -25.28 For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be indicative of other times and/or locations. 0 Non - Standard Penetration Resistance (300 Ib. weight, 30" drop) • Blows per foot 10 20 30 40 0 20 40 60 80 100 Water Content (%) Plastic Limit 1-9-1 Liquid Limit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCES INC TUKWILA, WASHINGTON BORING 2003008.GPJ 8/5/08 PROJECT, NO.: 2003-008 BORING: B -226 PAGE: 1 of 1 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale FIGURE: A -27 DRILLING COMPANY: Cascade Drilling, Inc. DRILLING METHOD: Hollow -Stem Auger, CME 85 truck rig SAMPLING METHOD: California Split Spoon w/ Autohammer SURFACE ELEVATION: 246 f feel LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/24/2007 DATE COMPLETED: 2/24/2007 LOGGED BY: P. Pearson o- 0 5 2 8 DESCRIPTION 10 — 15 --- 20 — 25 — 30 — 35 — 40 — 4 inches of asphalt. r Cuttings consist of brownish-gray, sandy GRAVEL, moist to 2 feeL /PIED /- Medium dense, dark brownish -gray, silty SAND, moist. Refuse: wood debris - 10-15% by volume. Slight hydrocarbon -like odor. (FILL WITH REFUSE} Medium dense, dark brownish -gray, slty SAND. with gravel and refuse, moist. Refuse: glass - 1% by volume, paper - 5 %, wood - 3 %, metal - 3 %. Hydrocarbon -like odor. Medium dense, dark brownish -gray, silty SAND with gravel. Organics - 5% by volume. Trace glass and paper. Hydrocarbon -like. odor, Medium dense, dark brown, silty SAND, with gravel, moist Refuse: woodtorganics - 10% by volume, paper /unknown - \10 %. Hydrocarbon -like odor. Medium dense, dark brown, silty, sandy REFUSE: paper, organics, unknown refuse - 60% by volume, moist. (REFUSE) Loose, dark brown, silty sandy REFUSE: paper - 60% by volume, metal - 10 %, moist. Slight hydrocarbon -like odor. Medium dense, dark brown, silty, sandy REFUSE: paper - 30% by volume, moist. No recovery - organics, paper, trace glass in sampler tip. J Medium dense to dense, dark brown REFUSE: metal BO% by volume, moist. r Dense, light greyish- brown, fine to medium SAND, moist. (ADVANCE OUTWASH) Dense, light grayish - brown, fine SAND, moist. Trace silty laminations. Boring terminated at 26.5 feet. No ground water observed at lime of exploration. Gas readings: carbon monoxide =0 ppm, hydrogen sullide =0 ppm, combustible gas 4% LEL. Environmental sample, B- 227 -C, collected from samples S-1 . through S -10. 1 L 7 S-1 4 -5-5 S-2 8-12-10 S-3 4 -6 -7 OC 0 S-4 20-4 -4 21 S-5 6-7-7 fa S-6 4-3-4 OC 0 S-7 8-6-0 8-8 7 -4 -3 5-9 12 -19 -21 S -10 S-11 12 -18-19 For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnlcal report. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore.may not necessarily be Indicative of other limes and /or locations. GROUNDWATER Non - Standard Penetration Resistance (300 lb. weight, 30" drop) A Blows per foot 0 20 40 60 80 Water Content ( %) Plastic Limit 1 ---• -1 Liquid Limit Natural Water Content 100 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC PROJECT NO.: 2003-008 BORING: B -227 PAGE: 1 of 1 FIGURE: A -28 BORING 2003008.GPJ 8/6(08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING COMPANY: CN Drilling, Inc. DRILLING 'METHOD: Hollow -Stem Auger, Acker limited access rig SAMPLING METHOD: SPT w/ Cathead SURFACE ELEVATION: 227 t feet LOCATION: See Site & Exploration Plan. Figure 2A DATE STARTED: 3/5 /2007 DATE COMPLETED: 3/5/2007 LOGGED BY: P. Pearson 5— 10 uscs SOIL CLASS DESCRIPTION SM Very loose, brown, orange andblack, silty SAND, moist. Trace gravel and organics. Thin Charred layer at 1.5 foot. (BURN FILL) Loose, brown to gray, silly SAND, moist, Glass - 5% by volume. Some charred organics. Very loose, light to dark brown, silty SAND, moist. Organics - 20% by volume. ML Very stiff, light brown, gravelly, sandy, lean CLAY, moist. Trace organics. Some rust mottling. 15 — 20 — 25 — 30 — 35 — `1'1` SM ,Very dense, light brown, silty SAND, with gravel, moist. (GLACIAL TILL) Boring terminated at 10.5 feet duo to refusal on dense native sod. No ground water observed at time of exploration. Periodic gas monitoring showed a peak of carbon monoxide at 139 ppm (due.to exhaust from iheacker rig) and 1% LEL of combustible gas with no detections of hydrogen sulfide. No environmental sample was collected due to Insufficient sample volume. Ill U y, FA I- 41 Z a a z a� ® S -1 1 -1 -1 el S -2 3-3 -2 ® S-3 1 -1 -1 OC NS-4 4 -0.12 AL DAl S-5 50/5 I� 40 — For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies onlyat the specified location and on the date indicated and therefore. may not necessarily be, Indicative of.other times and /or locations. GROUNDWATER Standard Penetration Test (140Ib. weight, 30" drop) A Blows per foot 0A 10 20 30 40 - E 50 0 t0 —5 10 —15 20 25 30 —35 0 20 40 80 80 100 Water Content ( %) Plastic Limit Liquid Limit Natural Water Content 40 alpBOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC BORING 200300813PJ 8/5/08 PROJECT NO.:. 2003-008 BORING: B -228 PAGE: 1 of 1 FIGURE; A -29 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING COMPANY: Environmental Drilling Inc. DRILLING METHOD: Hollow -Stem Auger, Simco tracked rig SAMPLING METHOD: SPT w/ Cathead SURFACE ELEVATION: 269 t foot LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/28/2007 DATE COMPLETED: 2/28/2007 LOGGED BY: J. Speck to 0 10 15 20 26 30 35 40 USCS SOIL CLASS DESCRIPTION - - - - - - - - - - - — ':.'• -'. SM :: Surface: Blackberry Vines. Dark brown, slty, fine to medium SAND, moist. Cuttings: Dark brown, silty SAND with gravel, moist. Driller notes hard drilling el 5 feet. Medium dense, dark brown to black, silty, fine to medium SAND, with gravel, moist. Burn refuse 40% by volume (brick, glass, wood). (BURN FILL) Cuttings: Dark brown, silty SAND with gravel, moist. Driller notes hammer bouncing on debris during sampling. Medium dense, dark brown, silty, fine to medium SAND with gravel, moist. Gravel is fine to coarse. sub - angular to sub - rounded. Bum refuse 30% by volume. (brick, glass, tile). Faint hydrocarbon odor. Black staining In soils. Medium dense, brown. silty, gravelly, fine to medium SAND, moist. Gravel Is fine 10 coarse, sub - angular to rounded . Burn refuse 20% by volume (brick, glass), Cuttings: Dark brown, silty SAND with gravel, moist. Medium dense, red brown, silly, fine to medium SAND with gravel, moist. Gravel Is fine to coarse, sub - angular to rounded. Bum refuse less than 10% by volume (brick, metal). Driller notes hard drilling at 22 ft bgs. Cuttings: Dark to red brown, silty SAND with gravel, moist. Visible contact In the sample at 25,75 ft bge. VI N NI �[jl N t, A ij�(yl VI N ��4, - ••■•• %:. - ���� 4:e — 46 _ ��% 0•�• - i e 11 VI , • 4. Soft, black, sandy SILT, moist. Refuse: 50% by volume (20% compressible, 80% non - compressible: glass, plastic, wood). (REFUSE) Cuttings: Black, sandy, SILT, moist. Faint hydrocarbon odor. Some refuse. Refuse: 40% by volume (10% compressible, 90% metal, ptasttc). Cuttings: Black, sandy, SILT,,molst, Faint hydrocarbon odor. Some refuse. _ , SP Dense to very dense, dark gray, fine 10 medium SAND, moist Faint hydrocarbon odor. Black Staining, (GLACIAL OUTWASH) S-1 6-7-9 S -2 2016 -20/3 S -3 9.8.6 GS pH S-4 4 -6 -12 S-5 2 -2 -2 S -8 3 -3 -3 S-7 11 -22 -20 For a proper understanding of the nature of subsurface conditions, this exploration log should be read In conjunction with the text of the geotechnical report. NOTE: This log•of subsurface conditions applies only at the specified location and on the date Indicated and therefore may not necessarily be indicative of other times and/or locations. Standard Penetration Test (140 Ib. weight, 30" drop) A Blows per foot 0 20 40 60 Water Content ( %) Plastic Limit {--- ®--- -I Liquid Limit Natural Water Content 80 100 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC, PROJECT NO :: 2003-008 BORING: B -229 PAGE: 1 of 2 FIGURE: A -30 BORING 2003008.GPJ 818/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLINGCOMPANY: Environmental Drilling Inc. GRILLING METHOD: Hollow -Stem Auger, Simco tracked rig SAMPLING METHOD: SPT vi/ Cathead SURFACE ELEVATION: 269 ± feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/28/2007 DATE COMPLETED: 2/28/2007 LOGGED BY: J. Speck 40 J 0 c0 USCS SOIL CLASS DESCRIPTION 45 — 50 — 55 — 60 — 65 — 70 —' 75 — 80 — Bering terminated at 41:5 feet. No ground water observed at time of exploration. Env €ronmental sample, 8- 229 -C, collected from samples S -1 through S-7. Periodic gas monitoring near borehole showed no detections of carbon monoxide or combustible gas, and no hydrogen sulfide in the air at the Ume of exploration. cc 0 W Z w cc z a. N5-8 12 -27 -35 For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specked location and on the date indicated and therefore may not necessarily be indicative of other times and/or locations. Z a 0 10 Standard Penetration Test (140 Ib. weight, 30" drop) • Blows per foot 20 30 40 50 - 0 20 40 60 80 Water Content ( %) Plastic Limit I --®- -i Liquid Limit Natural Water Content 40 —45 —50 — 55 — 60 —85 —70 —75 100 80 BORING: BOW LAKE RECYCLING AND TRANSFER STATION B -229 HWAGEOSCIENCES INC. TUKWILA, WASHINGTON BORING 2003008.GPJ 8//5/08 PAGE: 2 of 2 PROJECT NO.: 2003-008 FIGURE: A -30 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING COMPANY: Environmental Drilling Inc. DRILLING METHOD: Hollow -Stem Auger, Simco 4000 tracked rig SAMPLING METHOD: SPT w/ Cathead SURFACE ELEVATION: 284 t feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/26/2007 DATE COMPLETED: 2/28/2007 LOGGED BY: J. Speck co, 0— 5— 10 15— 20 — 25 — 30 — 35 — 40 — DESCRIPTION a a a SAMPLE NUMBER w o- VIS-1 2-4 -24 GS igS -2 8 -50/6" NS -3 14 -12 -17 5-4 5 -13-14 S -5 10 -11 -13 GS M5-6 26-25. 50/3" VIS -7 22-23-15 S -8 7-10-16 OC S -0 5 -7 -7 For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report, NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated end therefore may not necessarily be Indicative of other times and/or locations. GROUNDWATER 0 10 Standard Penetration Test (140 Ib. weight, 30" drop) A Blows per loot 20 30 40 0 A »; • A A 0 A A 0 —5 —10 —15 —20 25 —30 0 20 40 60 80 100 Water Content ( %) Plastic Limit 1 $1 1 Liquid Limit Natural Water Content 35 40 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES.INC BORING 2003008.GPJ 816108 PROJECT NO.: 2003 -008 BORING: B -230 PAGE: 1 of 2 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale FIGURE: A -31 SM Surface: Loose, brown, silty SAND with gravel, moist, branches, blackberry. (BURN FILL) Cuttings: same as surface. Medium dense, brown, silty, fine to medium SAND with fine to coarse gravel, moist. Gravel is sub- angular to sub - rounded. Broken gravel, cobble In tip. Medium dense, brown, silty, fine to medium SAND, moist. Trace coarse gravel, sub - angular to sub - rounded. Medium dense, dark gray to dark brown, silty, tine to medium SAND, moist, trace fine gravel. Faint product odor and staining. `. SM Medium dense, brown to dark yellow brown, silty, fine to medium SAND, with fine to coarse gravel, moist. Gravel is sub-angular to sub- rounded. Burn refuse is'20% by volume (glass, brick, concrete). Slight hydrocarbon-like odor. Medium dense, dark gray to black, silty, fine to coarse gravelly, fine to medium SAND, moist. Burn refuse is 80% by volume (brick, glass, rubber, wood). Slight hydrocarbon -like odor. Vary dense, dark brown, silty, fine gravelly, fine to medium SAND, moist. 90% burn refuse (brick). Driller notes refusal, flat object - no catch with auger bit. Borehole moved 3 feet east, drilled down to 25 feet below ground surface to continuo. Dense, red -brown to black, silty, fine to medium SAND with fine to coarse gravel, moist. 80% burn refuse - brick, wood, glass, Slight hydrocarbon -like odor. Medium dense, dark brown to red, silty, fine to medium SAND with fine to coarse gravel. 70% burn refuse (brick, wood, Wass). Medium dense, dark gray, silty, fine to medium SAND with fine to coarse gravel, 40 %construction debris (brick, glass). • SM ,- 1-2 Inches of fight yellow brown, silty, fine to medium SAND with fine gravel. Gravel is sub - angular to rounded. No bum refuse. (ADVANCE OUTWASH) a a a SAMPLE NUMBER w o- VIS-1 2-4 -24 GS igS -2 8 -50/6" NS -3 14 -12 -17 5-4 5 -13-14 S -5 10 -11 -13 GS M5-6 26-25. 50/3" VIS -7 22-23-15 S -8 7-10-16 OC S -0 5 -7 -7 For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report, NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated end therefore may not necessarily be Indicative of other times and/or locations. GROUNDWATER 0 10 Standard Penetration Test (140 Ib. weight, 30" drop) A Blows per loot 20 30 40 0 A »; • A A 0 A A 0 —5 —10 —15 —20 25 —30 0 20 40 60 80 100 Water Content ( %) Plastic Limit 1 $1 1 Liquid Limit Natural Water Content 35 40 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES.INC BORING 2003008.GPJ 816108 PROJECT NO.: 2003 -008 BORING: B -230 PAGE: 1 of 2 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale FIGURE: A -31 DRILLING COMPANY: Environmehtal.DriIidg Inc. DRILLING METHOD: Hollow- Stem.Auger,Simco 4000 tracked rig SAMPLING METHOD: SOT w/ Cathead SURFACE ELEVATION: 284 t feat LOCATION: SeeSita 8 Exploration Plan, Figure 2A DATE STARTED: 2/25/2007 DATE COMPLETED: 2/28/2007 LOGGED BY: J. Speck or, 40 45 — 50 — 55 — 80 — 05 — 70 — 75 — 80 — J 0 m DESCRIPTION Driller notes drilling smoothed out al about 37 feet below the ground surface. Very dense. light yellow brown, silty, fine SAND with fine to wise gravel. moist. Boring terminated at 41.5 feet, No ground water observed at time of exploration. Composite environmental sample, B- 230 -C, collected from samples S4 to S-10. Periodic gas monitoring near borehole showed no detections ofearbon monoxide, hydrogen sulfide or combustible gas in the air at the time of exploration. Er w w o 5 li ur ur n a a NS -10 17 -24 -32 For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and Iherefore may not necessarily lie indicative of other times and/or locations. GROUNDWATER 0 10 Standard Penetration Test (140 Ib. weight, 30" drop) A Blows per foot 20 30 40 0 20 40 80 80 100 Water Content ( %) Plastic Limit 1--(10-1 Liquid Limit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC. BORING 2003008.GPJ 815/08 PROJECT NO.; 200a-008 BORING: B -230 PAGE: 2 of 2 'Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale FIGURE: A -31 ORILLUNG.COMPANY: Environmental Drilling Inc. DRILLING METHOD: Hollow -Stem Auger, Slmco 4000 tracked rig SAMPLING METHOD: SPT wlCathead SURFACE ELEVATION: 297 t feet LOCATION: See Site & Expteration Plan, Figure 2A DATE STARTED: 2127/2007 DATE COMPLETED: 2/27/2007 LOGGED BY: J. Speck 0. 1 o 0 10 — 15 — 20 — 25 30 — 35 — 40 USCS SOIL CLASS DESCRIPTION ML SM Loose, brown, silty SAND to, sandy SILT with gravel, moist. Gravel is One to coarse, sub - angular to rounded. (W8DOT FILL) Stiff, dark grayish brown, sandy SILT with gravel, moist. Medium stiff, dark brown to olive gray, sandy SILT, moist. Trace gravel. One inch of decomposing wood at 9.25 feet. m vIll ILI m z 9 9 we v w. 8 -1 6-2 -2 S -2 6-5-4 GS SM w W S -3 1 -2 -2 Medium dense, dark brown, silty, line to medium SAND with M 8-4 6 -10 -7 gravel, moist. Gravel is fine to coarse, sub- angular to sub - rounded. Bum refuse 10% by volume (glass, burnt wood). (BURN FILL) Medium dense, dark gray to black, silty, fine to medium SAND, moist. Trace gravel. Burn refuae 30% by volume (glass, burnt wood). Faint creosote odor. Black staining. ML Very stiff ,grading to hard, gray to olive gray, slightly sandy SILT with gravel, moist. Gravel is One to coarse, sub - angular to rounded. (ICE - CONTACT STRATIFIED DRIFT) Boring terminated at 29.5 feet. No ground water observed during drilling. Composite environmental sample, B- 231 -C. collected from samples S -2 to S -8, Periodic gas monitoring near borehole showed no detections of carbon monoxide, hydrogen sulfide or combustible gas In the air of the time of exploration. S -5 3-7-7 ixS-8 8-9 -10 1gS -7 12 -50/6" For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the.specified Location and on the date Indicated and therefore may not necessanly be indicative of other times and/or locations. GROUNDWATER 0 10 Standard Penetration Test { 140 Ib, weight, 30" drop) A Blows per foot 20 30 40 0 20 40 60 80 100 Water Content (%) Plastic Limit 1-0-1 Liquid Limit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCESINC. TUKWILA, WASHINGTON PROJECT NO.: 2003 -008 BORING: B -231 PAGE: 1 of 1 BORING 2003008.GPJ 8/5/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale FIGURE: A -32 "DRILLING COMPANY: Environmental Dialing Inc. DRILLING METHOD: Hoftow -Stem Auger. Simko 4000 tracked rig SAMPLING METHOD: SPT w/ Cathead SURFACE ELEVATION: 297 t feet LOCATION: See Site 8 Exploration Plan. Figure 2A DATE STARTED: 2/28/2007 DATE COMPLETED; 2/28/2007 LOGGED BY: J. Speck 1– cs a. 0— 5 10 15 20 25 30 35 40 DESCRIPTION SM ML Medium dense, brown, salty, fine to medium SAND with graves, moist. Gravel is fine to coarse, sub - angular to rounded. (WSDOT FILL) Very stiff, olive gray to dark gray, sandy SILT, moist. Trace gravel. Gravel Is fine to coarse, sub - angular to rounded. w W co J J vi S -1 8-8-7 MS -2 7 -8 -11 GS Very stiff, gray to dark gray, sandy SILT, moist. Trace gravel M S-3 7-7-10 and wood. TWO 1 inch pockets of silty, fine to medium sand at 12.76 and 13.00 feet, M M Medium dense, dark grey to black sandy SILT to silty, fine to medium SAND, moist. Some fine to coarse gravel. Construction debris Is less than 10% by volume (nail, decomposing wood). Faint odor and black staining. Medium dense, dark brown to black, silty, fine to medium SAND with gravel, moist. Grevet Is fine to coarse, sub- angular to rounded. Burn refuse 30% by volume (glass, tile). Slight odor and black staining. (BURN FILL) Drifter notes rough drilling. Medium dense, dark brown to black, silty, fine to medium SAND. moist. Burn refuse 70% by volume (glass, wood). Burn refuse•60% by volume (glass, wood). SM Medium dense, yettow brown tb dark yellow brown, silty to slightly silty, fine to medium SAND with gravel, moist. Gravel Is fine to coarse, sub-angular to rounded. (ADVANCE OUTWASH) No gravel in cuttings. No gravel in sample. S-4 4 -5-6 S -5 7 -10 -9 S 6 6-8 -14 NS-7 7 -7 -8 6-8 6-8-13 GS For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This;log of subsurface conditions applies only at the specified location and on the date Indicated and,lherefore may not necessarily be indicative of other times and/or locations. 3 O Z 0 0 Standard Penetration Test (140 lb. weight, 30" drop) A Blows per foot LCsj 10 20 30 40 50 0 —5 —10 —15 —20 —25 — 30 — 35 O 20 40 60 80 100 Water Content ( %) Plastic Limit i --®- -i Liquid Limit Natural Water Content 40 OSI 1 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HW.AGEOSCIENCES INC. BORING 2003008.GPJ.8/6/08 PROJECT NO.: 2003-008 BORING: B-232 PAQE: 1 of 2 FIGURE: A -33 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING COMPANY; Environmental DMling Inc, DRILLING, METHOD: Hollow -Stem Auger, Slmco 4000'tracked rig SAMPLING METHOD: SPT w/ Cathead SURFACE ELEVATION: 297 t feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/28/2007 DATE COMPLETED: 2/28/2007 LOGGED BY: J. Speck 40 45 — 50 — 55 — 60 — 65 — 70 — 75 — 80 — USCS SOIL CLASS DESCRIPTION Boring terminated at 38.5 feet. Perched ground water observed in boring at 10 feet below ground surface. Water transient. Composite environmental sample, 8- 232 -C, collected from samples 5-5 to 5-8. Periodic gas monitoring near borehole showed no detections of carbon monoxide, hydrogen sulfide or combustible gas in the atr at the time of exploration. For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be indicative of other times and/or locations. Standard Penetration Test (140 Ib. weight, 30" drop) A Blows per foot 0 20 40 60 80 Water Content ( %) Plastic Limit F--418-1 liquid Limit Natural Water Content 100 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC PROJECT NO.: 2003-008 BORING 2003008.GPJ 815/08 BORING: B -232 PAGE: 2 of 2 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale FIGURE: A -33 DRILLING COMPANY: Environmental Drilling Inc. DRILLING METHOD: Hollow -Stem Auger. Simcoo 4000 tracked rig SAMPLING METHOD: SPT w/ Autohammer SURFACE ELEVATION: 303 ± feet LOCATION: See Site 8 Ezpioratton Plan, Figure 2A DATE STARTED: 3/1/2007 DATE COMPLETED: 3/1/2007 LOGGED BY: P. Pearson w 0 5 10 15 20 25 30 35 40 USCS SOIL CLASS DESCRIPTION w W W m x w U a8 co ® 8-1 2 -1 -3 AL M8 -2 2 -3-5 S -3 8-8-5 GS 14 S.4 7-13-14 S -5 5-10-12 GS S -6 5-4 -4 NS-7 7-12-19 m 8 -7 -7 For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified Location and on the date Indicated and therefore may not necessarily be indicative of other times endfor locations. GROUNDWATER Standard Penetration Test (140 lb. weight. 30" drop) A Blows per foot 0 20 40 80 80 100 Water Content ( %) Plastic Limit i--O —) Liquid Umit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC BORING 2003008.GPJ 8!5108 BORING: B -233 PAGE: 1 of 2 PROJECT NO.: 2003-008 ugURE: A -34 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale SM Cuttings consist of brown, silty sand, moist. _ . cL - - Soft, gray, silty CLAY. moist Some brown and dark gray discoloration. Trace organics. (WSDOT FILL) _ Stiff, grey, sandy, silty CLAY, with gravel, moist. Trace organics. _ _ - •; : . SM Medium dense, gray, silty SAND, with gravel, moist. Trace organics. SM -a •: Dense, gray, silty SAND, moist. Organics. 0.5 -inch thick charred layer at 18.5 feet. (BURN FILL) - _ Medium dense, brownish -gray to black, silly SAND, with gravel, moist. 4 -Inch thick charred Layer at 22.5 feet. Motued discoloration. Some organics. - Medium dense, brown to gray to black, silty SAND.and sandy "" . SILT, with gravel, moist Charred organics - 10% by volume, glass - 2 %. ML _ Very stiff, brownish -gray to black, sandy SILT, with gravel, moist. Charred organics - 6% by volume, glass - 2 %. :: SM Medium dense, brown, silty. fine SAND, with gravel, moist. _ Wood waste, organics and charred organics - 15% by volume. w W W m x w U a8 co ® 8-1 2 -1 -3 AL M8 -2 2 -3-5 S -3 8-8-5 GS 14 S.4 7-13-14 S -5 5-10-12 GS S -6 5-4 -4 NS-7 7-12-19 m 8 -7 -7 For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified Location and on the date Indicated and therefore may not necessarily be indicative of other times endfor locations. GROUNDWATER Standard Penetration Test (140 lb. weight. 30" drop) A Blows per foot 0 20 40 80 80 100 Water Content ( %) Plastic Limit i--O —) Liquid Umit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC BORING 2003008.GPJ 8!5108 BORING: B -233 PAGE: 1 of 2 PROJECT NO.: 2003-008 ugURE: A -34 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING COMPANY: Environmental OrIlling Inc. DRILLING METHOD: Hollow -Stem Auger, Simcoe 4000 tracked rig SAMPLING METHOD: SPT w/ Autohammer SURFACE ELEVATION: 303 * feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 3/1/2007 DATE COMPLETED: 3/1/2007 LOGGED BY: P. Pearson 40 46 — 50 — 55 — 60 — 66 — 70 — 75 — 80 — 00 m U u1 a w 0 DESCRIPTION SM . SP Medium dense, Tight brown, silty, fine SAND, moist. Laminations of slit and medium to coarse sand. Trace organics. (WEATHERED DRIFT) S -9 7 -9 -11 GS Medium dense, light brown, slightly silty, fine SAND, moist. M s -10 10.10 -19 (GLACIAL OUTWASH) Boring terminated at 49 feet. No ground water observed at time of exploration. Environmental sample, B-233 -C, collected from samples S -1 to 5-9. Periodic gas monitoring near borehole showed no detections of carbon monoxide, hydrogen sulfide or combustible gas In the air at the time of exploration. For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated and therefore may not necessarily be indicative of other times and/or locations. GROUNDWATER Standard Penetration Teat (140 lb. weight, 30" drop) A Blows per foot 0 20 40 60 80 Water Content (%) Plastic Limit I--0 —I Liquid Limit Natural Water Content 100 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC PROJECT NO.: 2003 -008 80RIN0 2003008:GPJ 815108 BORING: B -233 PAGE: 2 of 2 FIGURE: Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale A -34 DRILLING COMPANY: Environmental Drilling Inc. DRILLING METHOD: HollowStem Auger, Simcoe 4000 tracked rig SAMPLING METHOD: SPT w/ Autohammer •SURFACE ELEVATION: 278 ± feet LOCATION; See Site & Exploration. Plan, Figure 2A DATE STARTED: 311/2007 DATE COMPLETED: 3/1/2007 LOGGED BY: P. Pearson w w 0 0 5 10 15 20 25 30 35 40 Q to co 2 y DESCRIPTION - _ - - - - 7 • - •'. SM Cuttings consist of brown silty SAND, moist. Loose to medium dense, brown, silty SAND with gravel, moist Some rust mottling. Organics -10% by volume. Medium dense, reddish -brown, silty, fine to medium SAND, with gravel, moist. Some black•orange and red discoloration. Glass - 5% by volume. Trace organics. (BURN FILL) Medium dense, reddish - brown, silty SAND, with gravel, moist. Glass - 5% by volume, charred organics - 1%. Medium dense, brownish-gray to reddish -brown to dark gray, silty SAND, with gravel, moist. Glass - 5% by volume, organics and charred organics - 1 %. Medium dense, dark brownish -gray, to reddish - brown, silty, gravelly. SAND, moist Glass - 10% by volume. organics - 10%. Medium dense, reddish -brown to brownish -gray, silty fine to medium SAND, with gravel, moist. Glass - 2% by volume, charred organics - 2 %. Medium dense. reddish brown. slily SAND, with gravel, wet. \Charred organics - 3% by voturne, glass - 2 %. % - _ • . SM Medium dense, dark gray, slightly silty, fine SAND, with gravel, moist to wet. (WEATHERED DRIFT) Medium dense, gray, slightly silty, fine to medium SAND. moist. Some silty laminations. Dense. gray. silty, fine SAND, moist. Some silty laminations, (GLACIAL OUTWASH) - SM w m l- z J J S -1 4-4 -5 NS -2 4-7 -9 NS -3 6 -6 -12 N4 7 -8 -10 6-5 14 -12 -15 GS I�I S 8 5 -5-8 5 -7 4-5-0 S -8 NS•9 11 -9 -13 NS -10 12 -14 -17 GS For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE. This log of subsurface conditions applies only at the specified location and on the date Indicated and therefore may not necessarily be Indicative ofother limes and /or locations. GROUNDWATER 0 10 Standard Penetration Test (140 Ib. weight. 30° drop) A Blows per foot 20 30 40 0 20 40 60 Water Content (%) Plastic Limit 1-0-1 Liquid Limit Natural Water Content 80 100 BORING: BOW LAKE RECYCLING AND TRANSFER STATION B -234 HWAGEOSCIENCES INC TUKWILA, WASHINGTON BORING 2003009.GPJ 815108 PAGE: 1 of 2 PROJECT NO.: 2003-0.08 FIGURE: A -35 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING COMPANY: Environmental Drilling Ina DRILLING METHOD: Hollow -Stem Auger, Simcoe 4000 tracked rig SAMPLING METHOD: SPT w/ Autohammar SURFACE ELEVATION: 278 t feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 3/1/2007 DATE COMPLETED: 3/1/2007 LOGGED BY: P. Pearson 40 45 50 — 55 — 60 — 65 — 70 — 75 — DESCRIPTION E' .j :,.1 1 Dense, gray, silty, fine SAND, moist. Boring terminated al 41 feet. Ground water observed at 25 feet. Environmental sample, 8- 234 -C, collected from samples S -1 through S-8. Periodic gas monitoring near borehole showed no detections of carbon monoxide, hydrogen sulfide or combustible gas In the alr at the time of exploration. te La U w _ ai 0 E I– vs F 2 (lP w m $ a ® S.11 12-17-26 80 — For a proper understanding of the nature of subsurface conditions, this exploration log should be read In conjunction with the text of the geotechnical report. NOTE: Thls log of.subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be indicative of other times and /or locations. GROUNDWATER Standard Penetration Test (140 Ib. weight, 30" drop) A Blows per foot 0 20 40 e0 80 100 Water Content (%) Plastic Limit 1- -40- -1 Liquid Limn Natural Water Content mum BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCES INC TUKWILA, WASHINGTON PROJECT NO.: 2003-008 BORING 2003008.GPJ 815/08 BORING: B -234 PAGE: 2 of 2 FIGURE: Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale A -35 'DRILLING COMPANY: CN Drilling, Inc. DRILLING METHOb`. HoilowStem Auger. Acker hand - portable rig SAMPLING METHOD: SPT 4i/ Cathead SURFACE ELEVATION: 240 ± feet LOCATION: See Site &,Exploration Plan. Figure 2A DATE STARTED: 3/5/2007 DATE COMPLETED; 3/5/2007 LOGGED BY: P. Pearson W o 0 5— 10 — 15 — 20 — 25 — 30 — 35 — 40 — O CO USCS SOIL CLASS DESCRIPTION w to m z2 z J J k w z Qs fi wE�p ae S -1 2 -3-0 8-2 3 -7 -10 S-3 2 -7 -7 GS pH S-4 11-18-16 GS / S-5 50/5" Very dense, brownish -gray. silty GRAVEL, with sand, moist. Boring terminated at 10.5 feet No ground water observed at time of exploration. Gas monitor showed no detections of carbon monoxide, hydrogen sulfide or combustible gas during exploration. No environmental sample collected due to Insufficient sample volume• For a proper understanding of the nature of subsurface conditions, this exploration Log should be read in conjunction with the text of the geotechnicai report. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not;necessadly'be indicative of other times and /or locations. GROUNDWATER 0 Standard Penetration Test (140 lb. weight. 30" drop) A Slows per foot 10 20 30 40 50 0. 0 20 40 60 80 100 Water Content ( %) Plastic Limit i ---• —I Liquid Limit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC BORING 2003008.GPJ 8/5/08 PROJECT NO.: 2003-008 BORING: B -235 PAGE: 1 of 1 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale FIGURE; . A -36 ML Stiff, dark brown, sandy SILT, with organics, moist. Glass - 2% by volume. (BURN FILL) Medium dense, dark brown, silty SAND, with gravel, moist. Some organics, Trace glass. Medium dense, olive gray, silty SAND, with gravel, moist. 1 -Inch thick organics layerat 8.25 feet. ∎2. .. SM 'r. SM Dense, light yellowish brown, silly fine SAND. with gravel, moist (ICE- CONTACT STRATIFIED DRIFT) Driller indicates hard drrllinn at 8.5 feel � A 153 w z Qs fi wE�p ae S -1 2 -3-0 8-2 3 -7 -10 S-3 2 -7 -7 GS pH S-4 11-18-16 GS / S-5 50/5" Very dense, brownish -gray. silty GRAVEL, with sand, moist. Boring terminated at 10.5 feet No ground water observed at time of exploration. Gas monitor showed no detections of carbon monoxide, hydrogen sulfide or combustible gas during exploration. No environmental sample collected due to Insufficient sample volume• For a proper understanding of the nature of subsurface conditions, this exploration Log should be read in conjunction with the text of the geotechnicai report. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not;necessadly'be indicative of other times and /or locations. GROUNDWATER 0 Standard Penetration Test (140 lb. weight. 30" drop) A Slows per foot 10 20 30 40 50 0. 0 20 40 60 80 100 Water Content ( %) Plastic Limit i ---• —I Liquid Limit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC BORING 2003008.GPJ 8/5/08 PROJECT NO.: 2003-008 BORING: B -235 PAGE: 1 of 1 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale FIGURE; . A -36 DRILLING COMPANY: CN Drilling, Inc. DRILLING METHOD: Hollow -Stem Auger, Acker hand- partable•rig SAMPLING METHOD: SPT w/ Cathead SURFACE ELEVATION: 243 * feat LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 3/5/2007 DATE COMPLETED: 3/5/2007 LOGGED BY: P. Pearson E 0 5— 10 — 15 — 20 — 25 30 — 35 — 40 — O } co USCS SOIL CLASS DESCRIPTION re J w ij cr a $ O Boring terminated at 14 teal. No ground water observed at time of exploration. Gas monitor showed a detection of carbon monoxdde 0111 ppm (due to exhaust from the drill rig). and no detections of hydrogen sulfide or combustible gas during exploration. No environmental sample Collected due to Insufficient sample volume. S -1 1-2-14 S-2 21 -50/3 S -3 8 -30 -29 GS pH S-4 20 -50/8 8-5 4-5-8 GS S -6 2 -16 -24 S-7 50/5 For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report, NOTE: This tog of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be indicative of other limes and /or locations. GROUNDWATER Standard Penetration Test (140 Ib. weight, 30" drop) • Blows per foot 10 20 30 40 A 5 0 • O♦ 0. 8 0 5 10 15 —20 — 25 30 — 35 0 20 40 80 80 100 Water Content ( %) Plastic Limit i-- -40- -I Liquid Limit Natural Water Content 40 BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCES INC TUKWILA, WASHINGTON BORING 2003008.GPJ 8/5/08 PROJECT NO.: 2003-008 BORING: B -236 PAGE: 1 of 1 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale FIGURE: A-37 SM Loose, dark brown, silty SAND, moist. Some gravel and •organics. Glass - 3% by volume. (BURN ALL) Dense, reddish -brown, silty SAND, with gravel, moist. Trace organics. Dense to very dense, gray, brown and black, silty SAND with gravel, moist. Some refuse: glass - 5% by votume, organics - b %, other refuse - 5 %. 0 I ° O' o �0 0 00 ( 0 ~ GP Medium dense to very dense, gray, sandy GRAVEL, with slit, moist. Some rust mottling. (ICE - CONTACT STRATIFIED DRIFT) Boring location moved 10 feet to east and 8 feet lower in •• elevation due to excessive angle of auger caused by :• .obstruction. Resumed drilling. Hard, brownish -gray, gravelly SILT, with sand, moist, Some rust mottling. ML Boring terminated at 14 teal. No ground water observed at time of exploration. Gas monitor showed a detection of carbon monoxdde 0111 ppm (due to exhaust from the drill rig). and no detections of hydrogen sulfide or combustible gas during exploration. No environmental sample Collected due to Insufficient sample volume. S -1 1-2-14 S-2 21 -50/3 S -3 8 -30 -29 GS pH S-4 20 -50/8 8-5 4-5-8 GS S -6 2 -16 -24 S-7 50/5 For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report, NOTE: This tog of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be indicative of other limes and /or locations. GROUNDWATER Standard Penetration Test (140 Ib. weight, 30" drop) • Blows per foot 10 20 30 40 A 5 0 • O♦ 0. 8 0 5 10 15 —20 — 25 30 — 35 0 20 40 80 80 100 Water Content ( %) Plastic Limit i-- -40- -I Liquid Limit Natural Water Content 40 BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCES INC TUKWILA, WASHINGTON BORING 2003008.GPJ 8/5/08 PROJECT NO.: 2003-008 BORING: B -236 PAGE: 1 of 1 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale FIGURE: A-37 DRILLING COMPANY: CN Drilling, Inc, DRILLING METHOD: Hollow -Stem Auger, Acker hand - portable rig SAMPLING METHOD: SPT w! Cathead SURFACE ELEVATION: 257 t feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 31812007 DATE COMPLETED: 3/812007 LOGGED BY: P. Pearson 2 o 0 5— 10 15 — 20 — 25 — 30 — 35 — 40 — O m USCS SOIL CLASS DESCRIPTION SM Loose, brownish -gray, silty SAND, with gravel, moist, Some organics. (BURN FILL) Loose, brownish -gray, silly SAND, with gravel, moist. Organics end wood debris - 25% by volume. Trace brick fragments. Medium dense. brown, silty SAND, with gravel, moist. Trace organs s and charred organics. Medium dense, olive brown, rust - mottled, silty SAND with gravel. moist. Organics - 5% by volume. Very dense, light brownish -gray, silty SAND, with gravel, moist. (ICE- CONTACT STRATIFIED DRIFT) Very dense, light brownish -gray, silty GRAVEL, with sand, \moist. Boring terminated at 13.5 feel. No ground water observed at time of exploration. Gas monitor showed a detection of carbon monoxide of 41 ppm (likely due to exhaust from the drill rig), and no detections of hydrogen sulfide or combustible gas during exploration. No environmental sample collected due to insufficient sample volume. w w m F 2 Z w Q 2 S -1 2 -2 -4 S -2 2-4-2 S -3 8 -14 -19 S-4 3-7 -7 pH 5.5 7-20-32 GS S-8 50-30-41 For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the .geotechnicai report. NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated and therefore may not necessarily be Indicative oi.other times andior locations. 10 Standard Penetration Test (140 Ib. weight, 30° drop) A Blows per foot 20 30 40 0 20 40 80 80 100 Water Content (%) Plastic Limit } --®- -I Liquid Limit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION HWI�AGEOSCIENCESINC TUKWILA, WASHINGTON BORING 2003008GPJ 615108 PROJECT NO.: 2003-008 BORING: B-237 PAGE: 1 of 1 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale FIGURE: A -38 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale EXCAVATION COMPANY: King County SWD EXCAVATING EQUIPMENT: Hltechi 330 Trackhoe SURFACE ELEVATION: 317 t Feet LOCATION: See Site & Exploration Plan, Figure 2 DATE COMPLETED: 2/21/07 LOGGED BY: B. Thurber & P. Pearson 5 10 15 USCS SOIL CLASS. DESCRIPTION - . SP ,- • SM Loose to medium dense, olive -brown, slightly silty, gravelly, fine to medium SAND, moist. Scattered cobbles, quarry spell, and asphalt chunks. (WSDOT NUJ Grades to gray with olive- brown, silty, fine to medium :. SM - SAND, wet. O . `. SM Medium dense, gray, silty, gravely, fine to medium SAND, moist, with very dense chunks of same (11111111). Scattered = cobbles. O Scattered lumber debris at 15.5 feet. O 20— Test pit terminated at 16.5 feet. Moderate caving from surface to 7 feet, south side, when digging at 8 feet. Minor ground water seepage at 9.5 feet, discontinuous. S -5 S -1 S-2 S -3 S -4 rY iZ O o 0 NOTE: For a proper understanding of the nature of subsurface conditions, this exploration log should be read In conjunction with the text of the geotechnical report. This log of subsurface conditions applies only at the specified location and on the date Indicated and therefore may not necessarily be indicative of other times and/or locations. SKETCH OF NORTH SIDE OF PIT HORIZONTAL DISTANCE (feet) 5 10 15 D 8 0 a 20 0 0 0 O 5 10 1.5 20 1 HWAGEOSCIENCES INC. TPIT20 2003008.GPJ 815108 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON LOG OF TEST PIT TP- 1 PAGE: 1 of 1 PROJECT NO.: 2003 -008 FIGURE: A -39 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale EXCAVATION COMPANY: King County SWO EXCAVATING EQUIPMENT: Hitachi 330 Trackhoe SURFACE ELEVATION: 309 ± Feet LOCATION: See Site & Exploration Plan, Figure 2 DATE COMPLETED: 2121107 LOGGED BY: B. Thurber & P. Pearson m w E 0 10— 15 20— USCS SOIL CLASS. DESCRIPTION $P SM M Loose, olive brown, slightly.silty to.silty, fine to coarse gravelly, fine to medium SAND, moist. Scattered concrete rubble; rebar, and wire. Orange traffic cone. (WSDOT FILL) Loose to medium dense, brown, silty, gravelly, fine to coarse SAND, moist. Scattered fine organics. Scattered concrete rubble. One 2 -foot boulder. Loose to medium dense, gray, very silty, gravelly, fine to medium SAND, moist to •wet. Slit Is plastic. Scattered lumber, plastic bags, chain link fencing. Level concrete slab at 15 feet, entire length (approx. 8 \feet) of test pit bottom. Test pit terminated at 15•feet due to concrete slab. Heavy caving from' surface to 12 feet, west side. No ground waterseepage. r 0 0 S1 S-2 co cc NOTE: Fora proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text the geotechnlcal report. This log of subsurface conditions applies only atthe specified locatlon•and on the date Indicated and therefore may not necessarily be indicative of other times andfor locations. GROUNDWATER SKETCH OF EAST SIDE OF PIT HORIZONTAL DISTANCE (feet) 10 15 20 us 1 0 ° 0 I o 0 • , 0 a 5 .1 `i i. 4. , o • • r •• O , 0 A r 1 fl J f , v i o ki e i 1 qI HWAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON LOG OF TEST PIT TP- 2 PAGE: 1 of 1 PROJECT NO.: 2003-008 FIGURE: : A-40 TPIT20 2003008:0PJ 815108 Provided to Builders Exchange of WA, Inc For usage Conditions Agreement see www.bxwa.com - Always Verify Scale EXCAVATION COMPANY: King County SWD EXCAVATING EQUIPMENT: Hitachi 330 Trackhoe SURFACE ELEVATION: 275 t Feet LOCATION: See Site & Exploration Plan, Figure 2 DATE COMPLETED: 2/21/07 LOGGED BY: B. Thurber & P, Pearson W 0 0 5 10 USCS SOIL CLASS. DESCRIPTION - SM Loose, brown, silty, fine to coarse gravelly, fine to medium SAND, moist. Broken glass, 5% by volume. (BURN FILL) SM Medium dense, variegated brown, light brown, reddish- brown, and dark gray, silty, gravelly, fine to medium SAND, moist. 5 to 15% non - compressible refuse by volume: glass, china, steel, At approx. 6 feet becomes dark gray. 15- 20— -J Test pit terminated at 14 feet (full reach downhill with trackhoe). No _caving. Minor ground water seepage at 3.5 to 4 feet, downhill end; at 6 feet on uphill and. 0s1 0 s -2 a S 3 y 00 NOTE: For a proper understanding of the nature of subsurface conditions, this exploration log should be read In conjunction with the text of the geotechnical report. This log of subsurface conditions applies only at the specified location and onthe date 'Indicated and therefore may not necessarily be Indicative of other times and /or locations. GROUNDWATER SZ 0 SKETCH OF NORTH SIDE OF PIT HORIZONTAL DISTANCE (feet) 5 10 15 20 O 0 5 10 15 20 1 HWAGEOSCIENCES INC. 1PIT20 2003008.GPJ 8/5/08 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON LOG OF TEST PIT TP- 3 PAGE: 1 of 1 PROJECT NO.: 2003-008 FIGURE: A -41 • 0 5 10 15 20 1 HWAGEOSCIENCES INC. 1PIT20 2003008.GPJ 8/5/08 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON LOG OF TEST PIT TP- 3 PAGE: 1 of 1 PROJECT NO.: 2003-008 FIGURE: A -41 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale rEXCAVATION COMPANY: King'County SWD EXCAVATING EQUIPMENT: Hitachi' 330 Trackhoe SURFACE ELEVATION: 308 ± Feet LOCATION: See Site'& Exploration Plan, Figure 2 DATE COMPLETED: 2121/07 LOGGED BY B. Thurber & P. Pearson 0 0 07 8 8 DESCRIPTION 5— 10 15H Heavy caving, 0 -10 feet, moderate to 15 feet. Minor grouhd water seepage at 1,5 feet. 25— 0 5-1 re Ili 8 -2 16 GS 0 S-4 0 S -5 NOTE: For proper understanding of the nature of subsurface conditions, this exploration log should be read In conjunction with the text of the geotechnical report. This log of subsurface Conditions applies only at the specified location and on the date Indicated and therefore may not necessarily -be indicative of other times and /or locations. GROUNDWATER SZ 0 SKETCH OF WEST SIDE OF PIT HORIZONTAL DISTANCE (feet) 5 10 15 20 25 W O SP SM Loose, olive brown with 6 -Inch layer of yellow brown, slightly silty, fine gravelly, fine to medium SAND, moist to •.wet. (WSDOT FILL) Medium dense, grey, silty, fine to coarse gravelly, fine to medium SAND, moist. :.:... 8 SM .' : SM Medium dente, dark brown, organic, gravelly, silty, fine to medium SAND, moist. Scattered roots. Organic odor, Medium•dense, gray, fine to coarse gravelly, fine sandy 5 .' ML • • SM SILT, moist. Scattered organics..(roots and stems): ML SM Stiff to very stiff, gray, plastic SILT, and medium dense, fine sandy SILT, moist. Scattered gravel and branch wood. • 0 - Test pit terminated at 23 feet. 5— 10 15H Heavy caving, 0 -10 feet, moderate to 15 feet. Minor grouhd water seepage at 1,5 feet. 25— 0 5-1 re Ili 8 -2 16 GS 0 S-4 0 S -5 NOTE: For proper understanding of the nature of subsurface conditions, this exploration log should be read In conjunction with the text of the geotechnical report. This log of subsurface Conditions applies only at the specified location and on the date Indicated and therefore may not necessarily -be indicative of other times and /or locations. GROUNDWATER SZ 0 SKETCH OF WEST SIDE OF PIT HORIZONTAL DISTANCE (feet) 5 10 15 20 25 W O 5 HWAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON LOG OF TEST PIT TP- 4 PAGE: 1 of 1 PROJECT NO.: 2003-008 FIGURE:. A -42 TPIT25 2003000.GPJ 8/5/08 . 8 • 5 0 - Q 1 2 0 5 HWAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON LOG OF TEST PIT TP- 4 PAGE: 1 of 1 PROJECT NO.: 2003-008 FIGURE:. A -42 TPIT25 2003000.GPJ 8/5/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale EXCAVATION COMPANY: King County SWD EXCAVATING EQUIPMENT: Hitachi 330 Trackhoe SURFACE ELEVATION: 271 * Feet LOCATION: See Site & Exploration Plan, Figure 2 DATE COMPLETED: 2/22/07 LOGGED BY: a. Thurber & P. Pearson v O E O rn 0 3 6 9 DESCRIPTION 12— 15— Test pit terminated at 11 feet. No caving. No ground water seepage observed during excavation. W o. Z J o S-1 O S-3 u S -2 S-4 OTHER TESTS 5-5 17 GS NOTE: For a proper understanding of the nature of subsurface conditions, this exploration fog should be read in conjunction with the text of the geotechnical report. This log of subsurface conditions applies only at the specified location and on the.date indicated and therefore may not necessarily be indicative of other times and /or locations. GROUNDWATER 0 3 SKETCH OF EAST SIDE OF PIT HORIZONTAL DISTANCE (feet) 0 9 12 15 0 T> 0 3 6 9 12 1'5 HWAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON TPIT15 2003008.GPJ 8/5108 LOG OF TEST PIT TP- 5 PAGE: 1 of 1 PROJECT NO.: 2003 -008 FIGURE: A-43 SM Loose, dark brown, silly, fine to coarse gravelly, fine to medium : SAND, moist. �'. SM - (TOPSOIL / FILL) Medium dense, brown and reddish brown with tenses of dark gray. r — silty, fine gravelly, fine to medium SAND. moist. With 10 =20% refuse, by volume, non- compressible: Glass (with some intact bottles), steel, burn slag, brick, ceramic, wire, burnt wood. 4-oz. glass jar with congealed white substance. White fiberglass( ?) fibers around steel - lank. - (BURN FILL) 12— 15— Test pit terminated at 11 feet. No caving. No ground water seepage observed during excavation. W o. Z J o S-1 O S-3 u S -2 S-4 OTHER TESTS 5-5 17 GS NOTE: For a proper understanding of the nature of subsurface conditions, this exploration fog should be read in conjunction with the text of the geotechnical report. This log of subsurface conditions applies only at the specified location and on the.date indicated and therefore may not necessarily be indicative of other times and /or locations. GROUNDWATER 0 3 SKETCH OF EAST SIDE OF PIT HORIZONTAL DISTANCE (feet) 0 9 12 15 0 T> 0 3 6 9 12 1'5 HWAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON TPIT15 2003008.GPJ 8/5108 LOG OF TEST PIT TP- 5 PAGE: 1 of 1 PROJECT NO.: 2003 -008 FIGURE: A-43 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale EXCAVATION COMPANY: King County SWD EXCAVATING EQUIPMENT: Hitachi 330 Traokhoe SURFACE ELEVATION: 284 * Feet LOCATION`. See Site &.Exploration Plan, Figure 2 DATE COMPLETED: 2122/07 LOGGED BY: B. Thurber & P. Pearson g 0 DESCRIPTION 5_. 10— 15— 20 25 — SP SM SM* SM SP' Loose, dark brown, slightly silty, slightly gravelly, fine to , medium SAND, moist Scattered roots. (TOPSOIL) Medium dense, olive brown, .silty, fine to coarse gravelly, fine to medium SAND, moist. Scattered glass, <1% by volume, (FILL) rMedium dense, rust - mottled gray and yellow brown, silty, r ifine to coarse gravelly, fine to medium SAND, moist. i L (WEATHERED DRIFT) J Dense, olive brown, silty, fine to medium SAND, moist. (ADVANCE OUTWASH) At approx. 13 feet becomes clean, wet. O S-1 0 S -2 O S-3 9 19 15 GS Test pit-terminated at 21 feet. Perched groundwater at approximately 13 to 15 feet below ground surface. No caving. NOTE: Fora proper understanding of the-nature of subsurface conditions, this exploration log should be read in conjunction with the -text of the geotechnical report. This log of subsurface conditions applies only at the .specified location and on the date indicated and therefore may not necessarilybe-Indicative'of other tl rres,andlor locations, GROUNDWATER 0 5 SKETCH OF EAST SIDE OF PIT HORIZONTAL DISTANCE (feet) 10 15 20 25 O 0 5 10 15 0 5 HWAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON LOG OF TEST PIT TP- 6 PAGE: 1 of 1 PROJECT NO.: 2003 -008 FIGURE: A -44 TP1T25'2003008.0PJ 515108 L 0 5 10 15 0 5 HWAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON LOG OF TEST PIT TP- 6 PAGE: 1 of 1 PROJECT NO.: 2003 -008 FIGURE: A -44 TP1T25'2003008.0PJ 515108 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www. epos APJaA sAeMIH - woo ennx EXCAVATION COMPANY: King County SWD EXCAVATING EQUIPMENT: Hitachi 330 Trackhoe SURFACE ELEVATION: 294 * Feet LOCATION: See Site & Exploration Plan, Figure 2 DATE COMPLETED: 2/22/07 LOGGED BY: B. Thurber & P. Pearson w 0 0 5 10 15 0 U 8 DESCRIPTION 20— Test pit terminated at 16 feet. Perched ground water at 6 feet. No caving. uJ W w 5 Z z L-9 Osi O S -2 O 8-3 OTHER TESTS O S -4 10 GS pH NOTE: For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be Indicative of'other times and /or locations. z 0 O • 0 SKETCH OF SOUTH SIDE OF PIT HORIZONTAL DISTANCE (feet) 5 10 15 20 r SM Loose, yellow brown, silty, fine to medium SAND, moist. •. (FILL) Medium dense, reddish brown, slightly gravelly, silty, fine to medium SAND with refuse, moist. 10 to 30% refuse by volume: steel (including wire and metal straps) glass, ceramics, asphalt chunks; minor plastic. Abundant burnt wood. (FILL with REFUSE) Becomes blackish -gray. Becomes wet below 6 feet. Strong creosote -like odor downwind from pit, when digging from approximately 7 to 11 feet below ground surface. - - . — : • SM • •.' :; - - — .:•�,. 'P. SP SM Very dense, olive•gray, slightly silty, fine to coarse gravelly, fine to medium SAND, moist. (ADVANCE OUTWASH) 20— Test pit terminated at 16 feet. Perched ground water at 6 feet. No caving. uJ W w 5 Z z L-9 Osi O S -2 O 8-3 OTHER TESTS O S -4 10 GS pH NOTE: For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be Indicative of'other times and /or locations. z 0 O • 0 SKETCH OF SOUTH SIDE OF PIT HORIZONTAL DISTANCE (feet) 5 10 15 20 I- 0 0 5 10 15 0 BOW LAKE RECYCLING AND TRANSFER STATION TLIKWILA, WASHINGTON LOG OF TEST PIT TP- 7 IHVAGEOSCIENCES INC. PAGE: 1 of PROJECT NO.: 2003-008 FIGURE: A-45 l TPIT20 2003008:GPJ 8/5/08 • l VI e s 4 • 0 . ea • I- 0 0 5 10 15 0 BOW LAKE RECYCLING AND TRANSFER STATION TLIKWILA, WASHINGTON LOG OF TEST PIT TP- 7 IHVAGEOSCIENCES INC. PAGE: 1 of PROJECT NO.: 2003-008 FIGURE: A-45 l TPIT20 2003008:GPJ 8/5/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale EXCAVATION COMPANY: King County SWD EXCAVATING EQUIPMENT: Hitachi 330 Trackhoe SURFACE ELEVATION: 285 * Feet LOCATION: See Site & Exploration Plan, Figure 2 DATE COMPLETED: 2122107 LOGGED BY: B. Thurber & P. Pearson Q� W 5 10 15 g' a O V7 8 DESCRIPTION - _ . SP -': SM :; Loose to medium dense, olive brown, slightly silty, gravelly, fine to medium SAND, moist. Lens of crushed rock and asphalt/concrete debris at east end of pit. (FILL) Medium dense, dark brown and dark gray, silty, gravelly, fine to medium SAND, moist. With trace glass, metal, and clinker. (FILL with REFUSE / BURN FILL) Medium dense grading to dense, yellow brown grading to olive brown, slightly gravelly, silty, fine to medium SAND, moist. With bed of reddish brown burn fill. Strong odor of diesel/ gasoline noted from spoils. - _ • :' _ - .•• SM M • • _ — :�•. ;. SP SM • Very dense, olive brown, slightly silty, fine to medium SAND, moist. Scattered gravel. (ADVANCE OUTWASH) 20— Test pit terminated at 16.5 feet. Perched ground water seepage from north corner (lens of crushed rock and asphalt/concrete debris above 2.5 feet below ground•surface). No caving. • s -i pH O S -3 15 O S-4 12 GS NOTE: For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. This log of subsurface conditions applies only at the specified location and on-the date Indicated and therefore may not necessarily be indicative of other times and /or locations. O 0 SKETCH OF SW SIDE OF PIT HORIZONTAL DISTANCE (feet) 5 10 15 20 q • v o • • • b . • a - o I _ 1 0 5 0 I-IWAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON LOG- OF TEST PIT TP- 8 PAGE: 1 of I PROJECT NO.: 2003 -008 FIGURE: A -46 TPIT20 2003008.GPJ 815108 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale EXCAVATION COMPANY: King County SWD EXCAVATING EQUIPMENT: Hitachi 330 Trackhoe SURFACE ELEVATION: 258 ± Feet LOCATION: See Site 8 Exploration Plan, Figure 2 DATE COMPLETED: 2/23/07 LOGGED BY: B. Thurber & P. Pearson 0 5— H 10— 15— 20 — DESCRIPTION • SM Loose, brown, silty, fine to medium SAND, moist. (FILL) sp Sly I Medium dense, grayish brown, silty, fine gravelly, fine to medium SAND, moist. J : Medium dense, yellow brown, slightly silty, fine to medium : :SAND, moist. (WEATHERED DRIFT) Dense, gray, clean, fine to medium SAND with lenses of silty sand, moist. (ADVANCE OUTWASH) :• Sp Test pit terminated at 11 feet. No ground water seepage observed during excavation. No caving. O s -1 g w 00 K W 0 Q(9 0 OS -2 14 GS S -3 12 NOTE: For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarll be Indicative of other times and /or locations. SKETCH OF EAST SIDE OF PIT HORIZONTAL DISTANCE {feet) a. 10 15 20 0 0 5 10 15 '20 HWAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON LOG OF TEST PIT TP- 9 PAGE: 1 of 1 PROJECT NO.: 2003 -008 FIGURE: A -47 TPIT20 2003008.GPJ 8/5/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale EXCAVATION COMPANY: King County SWD EXCAVATING EQUIPMENT: Hitachi 330 Trackhoe SURFACE ELEVATION: 255 t Feet LOCATION: See Site & Exploration Plan,•FIgure 2 DATE' COMPLETED: 2/23(07 LOGGED BY: B. Thurber & P. Pearson 5— 10— 15-7 20— DESCRIPTION Test;pit terminated at 23 feet. Minor groundwater Seepage at 2.5 feet. No caving. 25— SAMPLE NUMBER 0 S-1 0 S -2 0 sa 0 S-4 s -5 uJ o o OTHER TESTS NOTE For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. This log of subsurface cond(tions•applies only at the specified location and on the date Indicated and therefore may not necessarily be indicative of other times and /or locations. 5 SKETCH OF EAST SIDE OF PIT HORIZONTAL DISTANCE (feet) 10 15 20 25 z Loose, dark brown, organic, silty SAND, moist. (TOPSOIL) Loose, olive brown, gravelly, slightly silty, fine to medium • SAND, moist. (FILL) Medium dense; brownish gray. and dark gray, silty, fine. to coarse. gravelly, fine to medium SAND with scattered refuse, moist. Refuse.5•to 10% by volume: Glass, metal, some plastic. (FILL with REFUSE) Medium dense,.gray, silty, fine to coarse gravelly, fine to :.medium SAND, moist. Loose REFUSE: By volume-approx. 40 to 80% paper, cardboard; 25% glass bottles; 20% tin cans; <5% plastic bags. (REFUSE) Loose to medium dense, gray, silty, fine to medium SAND, moist, with 50% Refuse, in proportions as above. (FILL with REFUSE) �:.a °� °c ,. o, ,+++ +.; ;+;+�e .o +; •e +o+: *` +� 4�o-i :oo�: :a.;.; i0.e.. y + +.,,, W. :•:°::.- g+i Si: eo ++ �' + .,pop +' < • SP Dense to very dense, gray, clean, fine to medium SAND, moist. (ADVANCE OUTWASH) Test;pit terminated at 23 feet. Minor groundwater Seepage at 2.5 feet. No caving. 25— SAMPLE NUMBER 0 S-1 0 S -2 0 sa 0 S-4 s -5 uJ o o OTHER TESTS NOTE For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. This log of subsurface cond(tions•applies only at the specified location and on the date Indicated and therefore may not necessarily be indicative of other times and /or locations. 5 SKETCH OF EAST SIDE OF PIT HORIZONTAL DISTANCE (feet) 10 15 20 25 0 5 10 15 0 5 HVAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON TPIT25 2003008.GPJ 815108' LOG OF TEST PIT TP -10 PAGE: 1 of 1 PROJECT NO.: 2003-008 FIGURE: A -48 6 P . : , J A 1 .- `-rte ,.... -a It 9.V'' • -&-. of .,_._ - --- r 0 5 10 15 0 5 HVAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON TPIT25 2003008.GPJ 815108' LOG OF TEST PIT TP -10 PAGE: 1 of 1 PROJECT NO.: 2003-008 FIGURE: A -48 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale EXCAVATION COMPANY: King County SWD EXCAVATING EQUIPMENT: Hitachi 330 Trackhoe SURFACE ELEVATION: 242 t Feet LOCATION: See Site & Exploration Plan, Figure 2 DATE COMPLETED: 2/23/07 LOGGED BY: B. Thurber & P. Pearson 0 5 10 15 20 25 U U -J • O Co C C m DESCRIPTION - - - _ - SM - Loose, dark brown, silty, gravelly, fine to medium SAND, moist. With 10% refuse: glass and metal. (TOPSOIL / BURN FILL) Medium dense, reddish brown, silty, fine to coarse gravelly, fine to medium SAND, moist. Refuse 10 to 15% by volume: Glass. metal, ceramics (Including electrical insulators), brick. (BURN FILL) e:::1:4 +;•� - '+o +: - ::i '$.;: : .;• — X+ - p.... r +. +1 *: :E +: Interbedded gray, silty SAND, moist, and black REFUSE (approx. 50% by volume): Plastic bags, glass and plastic bottles, partly decomposed lumber, paper. Petroluem odor from test pit when In refuse. Decomposable refuse 2% or less, by volume. (FILL with REFUSE) ... SP Dense, gray, clean to slightly silty, fine to medium SAND, moist. (ADVANCE OUTWASH) t} a 0 0 0 S•1 S -2 S-3 O S -4 cc w 2U O NOTE: For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. This log of subsurface conditions applies only at the specified location and on the date Indicated and therefore may not necessarily be indicative of other times and /or locations. GROUNDWATER 5 SKETCH OF NORTH SIDE OF PIT HORIZONTAL DISTANCE (feet) 10 15 20 25 0 10 15 20 25 HWAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON LOG OF TEST PIT TP -11 PAGE: 1 of 2 PROJECT NO.: 2003-008 FIGURE: A -49 TPIT28 2033008.GPJ 8/5/08 t 1. 0: - klo tlQOP JJ ... ..� .... is `It ,: _ *All I ,( /, G l) V _ q:. `. j .3' 1 lI - 0 10 15 20 25 HWAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON LOG OF TEST PIT TP -11 PAGE: 1 of 2 PROJECT NO.: 2003-008 FIGURE: A -49 TPIT28 2033008.GPJ 8/5/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale 'EXCAVATION COMPANY: King County SWD EXCAVATING EQUIPMENT: Hitachi 330 Trackhoe SURFACE ELEVATION: 242 ± Feet LOCATION: See Site & Exploration Plan, Figure 2 DATE COMPLETED: 2123107 LOGGED BY: B. Thurber & P. Pearson E m W w 25 30— 35— 40 — 45— 5050— p_J DESCRIPTION I Test pit terminated at 28 feet (uphill side). No caving. No ground water seepage observed during excavation. o: � m W I- z W El.j EL as Q S -5 NOTE: For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the gootechnical report. This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarii be Indicative of other tunes and /or locations. SKETCH OF NORTH SIDE OF PIT HORIZONTAL DISTANCE (feet) 5 10 15 20 26 5 0 5 0 5 0 HWAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON LOG OF TEST PIT TP -11 PAGE: 2 of 2 PROJECT NO.: 2003.008 FIGURE: A -49 TPIT25 2003008.GPJ 815108 . ' . • 4 5 0 5 0 5 0 HWAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON LOG OF TEST PIT TP -11 PAGE: 2 of 2 PROJECT NO.: 2003.008 FIGURE: A -49 TPIT25 2003008.GPJ 815108 APPENDIX B LABORATORY INVESTIGATION Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale APPENDIX B LABORATORY INVESTIGATION Representative soil samples obtained from the boreholes and test pits were returned to HWA's laboratory for further examination and testing. Laboratory tests were conducted on selected soil samples to characterize relevant engineering properties of the on -site materials. The laboratory testing program was performed in general accordance with appropriate ASTM Standards as outlined below. MOISTURE CONTENT (BY MASS): The moisture contents of selected soil samples were determined in general accordance with ASTM D 2216. The results are shown at the sampled intervals on the appropriate summary logs in Appendix A. LIQUID LIMIT, PLASTIC LIMIT, AND PLASTICITY INDEX OF SOILS (ATTERBERG LIMITS): Selected samples were tested using method ASTM D 4318, multi -point method. The results are reported on the attached Liquid Limit, Plastic Limit, and Plasticity Index reports, Figures B -1 through B -2. PARTICLE SIZE ANALYSIS OF SOILS: Selected samples were tested to determine the particle distribution of material in general accordance with ASTM D422. The results are summarized on the attached Grain Size Distribution reports, Figures B -3 through B -28, which also provide information regarding the classification of the sample and the moisture content at the time of testing. CORROSION POTENTIAL: An indication of corrosion potential of typical soils along the two force main alignments was evaluated by measuring the pH and resistivity of a number of samples using method WSDOT 417. The indicated pH and minimum resistivity of the samples are tabulated in Figure B -29. MOISTURE CONTENT, ASH AND ORGANIC MATTER: Selected samples were tested in general accordance with method ASTM D 2974, using moisture content method `A' (oven dried at 105°C) and ash content method `C' (burned at 440° C). The test results are summarized in Figure B -30. The results are percent by weight of dry soil. 2003 -008 FR HWA GEOSCIENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale PLASTICITY INDEX (PI) 50 40 30 20 1'0 0 LIQUID LIMIT (LL) SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION % MC LL CI CH % Fines ® 8 -215 S -2 10.0 - 11.5 (CL) Olive gray, lean CLAY with sand 28 35 20 15 ® B -216 S -3 15.0 - 16.5 (ML) Dark olive gray, SILT with sand 15 29 25 4 A B -217 S -3 15.0 - 16.5 (CL) Dark olive gray, lean CLAY with sand 21 25 16 9 O B -219 S-4 10.0 - 11.5 (CL -ML) Olive gray, clayey SILT with sand 21 23 17 6 ❑ B -220 S -5 15.0 - 16.5 (CL) Olive gray, lean CLAY 23 31 22 9 A co S -4 10.0 - 11.5 (ML) Olive gray, SILT 24 30 23 7 A ML MH CL -ML o ) 20 40 60 FM 1 n LIQUID LIMIT (LL) SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION % MC LL PL PI % Fines ® 8 -215 S -2 10.0 - 11.5 (CL) Olive gray, lean CLAY with sand 28 35 20 15 ® B -216 S -3 15.0 - 16.5 (ML) Dark olive gray, SILT with sand 15 29 25 4 A B -217 S -3 15.0 - 16.5 (CL) Dark olive gray, lean CLAY with sand 21 25 16 9 O B -219 S-4 10.0 - 11.5 (CL -ML) Olive gray, clayey SILT with sand 21 23 17 6 ❑ B -220 S -5 15.0 - 16.5 (CL) Olive gray, lean CLAY 23 31 22 9 A 8 -221 S -4 10.0 - 11.5 (ML) Olive gray, SILT 24 30 23 7 HWAGEOSas INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON LIQUID LIMIT, PLASTIC LIMIT AND PLASTICITY INDEX OF SOILS METHOD ASTM D4318 HWAATTB 2003008.GPJ 7125108 PROJECTNO.: 2003-008 FIGURE: B-1 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale PLASTICITY INDEX (PI) 60 50 40 30 20 10 0 LIQUID LIMIT (LL) SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION % MC CL CH PI % Fines ® B-222 S -3 7.5 - 9.0 (CL -ML) Gray, silty CLAY 24 25 20 5 M B -228 S -4 7:5 - 9.0 (CL) Grayish brown, lean CLAY 17 26 17 9 A B -233 S -1 2.5 - 3.5 (CL) Olive gray, lean CLAY 17 28 19 9 O B -247 S -6 12.5 -14.0 (ML) Dark olive gray, SILT 31 42 28 14 ❑ BH-4 S -8 38.0 - 39.5 (CL- ML)'Olive brown, silty CLAY 16 18 O 5 ®A ML MH CL -ML n ) 20 40 60 80 100 LIQUID LIMIT (LL) SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION % MC LL PL PI % Fines ® B-222 S -3 7.5 - 9.0 (CL -ML) Gray, silty CLAY 24 25 20 5 M B -228 S -4 7:5 - 9.0 (CL) Grayish brown, lean CLAY 17 26 17 9 A B -233 S -1 2.5 - 3.5 (CL) Olive gray, lean CLAY 17 28 19 9 O B -247 S -6 12.5 -14.0 (ML) Dark olive gray, SILT 31 42 28 14 ❑ BH-4 S -8 38.0 - 39.5 (CL- ML)'Olive brown, silty CLAY 16 18 13 5 HWA.GEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON LIQUID LIMIT, PLASTIC LIMIT AND PLASTICITY INDEX OF SOILS METHOD ASTM D4318 PROJECT NO.: 2003 -00.8 FIGURE: B -2 IiWMTTE 2003008.OPJ 7/25108 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale PERCENT FINER BY WEIGHT GRAVEL SAMPLE DEPTH (ft) SAND % MC SILT - CLAY Coarse 1 Fine Sand % _ Coarse l Medium Fine U.S. STANDARD SIEVE SIZES 3/4" 3" 1-1/2" � 5.8" 3/8" #4 #10 #20 #40 #60 #100 #200 , A\II 100 90 80 70 60 50 40 30 20 10 0 I I I 1 II II 50 1 5 1 0 5 0 1 0.05 GRAIN SIZE IN MILLIMETERS 0.01 0.005 0.001 0.0005 SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name % MC LL PL pi Gravel /o Sand % Fines /o 41 B -201 S -4 10.0 -11.5 (SM) Brown, silty SAND 21 0.0 85.5 14.5 ® B -201 S -7 25.0 - 26.5 (SP -SM) Olive gray, poorly graded SAND with silt 21 0.0 93.5 6.5 A B -202 . S-4 10.0 - 11.0 (SM) Light brown, silty SAND with gravel 13 25.1 60.0 15.0 gat HWAGEOSCIENCES INC BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2003 -008 FIGURE: B-3 HWAGRSZ 2003008.GPJ 7125/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale PERCENT FINER BY WEIGHT 100 90 80 70 60 50 40 30 20 10 0 GRAVEL SAMPLE i I I SAND 1 1 I I I I SILT CLAY Coarse I Fine Coarse I Medium I Fine U.S, STANDARD SIEVE SIZES 3/4" 1 -1/2" i 5/8" 318" #4 #10 #20 #40 #60 #100 #200 GRAIN SIZE IN MILLIMETERS SYMBOL SAMPLE i I I CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name 1 1 I I I I I I I PL I I Gravel Sand Fioes 0 B -202 S -9 35.0 - 36.0 I I I I I I I I 1 0.0 91.8 8.2 0 B•203 S-6 20.0 - 21.5 - 14 - 0.0 I. 28:8 A B -203 I I I 50.0 - 51.5 II I t II r. I I I. I I 0.0 88.7 t I I I I I I r I I II I I I J I I I I I I I 1 I I I I I I I 1 J ii J. I I 1. I\ I I I I I I I I { 1 I 1 II I I I I I I I I I { I I I I J I I I I I I I I I I I I I I I 1 I I I I I 1 I I I I I I II I I I I I I I I +� T I I I I I I I 4 1 I I I I I I 1 I I I I I 1 1 • I J _I I I I I _ J I I I I I I I 1 I I 50 10 5 1 _, 0 5 0 1 0.05 0.01 0.005 0.001 0.0( GRAIN SIZE IN MILLIMETERS SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name % MC LL PL PI Gravel Sand Fioes 0 B -202 S -9 35.0 - 36.0 (SP -5M) Gray, poorly graded SAND with silt 17 0.0 91.8 8.2 0 B•203 S-6 20.0 - 21.5 (SM) Olive gray, silty SAND 14 0.0 71.2' 28:8 A B -203 S -12 50.0 - 51.5 . (SP -SM) Gray, poorly graded SAND with slit 7 0.0 88.7 11.3 05 H: AGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT. NO.: 2003 -008 FIGURE: B-4 KWAGRSZ 2003008.GPJ 7125108 nnAkv aas luawaaJ6y suowpuo3 a6esn .1°d out `yM Jo a6ueyox3 siapline OT pap!noad oleos /C}!JaA sAennty - woo'eMX PERCENT FINER BY WEIGHT GRAVEL SAMPLE DEPTH (ft) SAND % MC LL SILT CLAY Coarse I Fine Coarse I Medium I Fine U.S. STANDARD SIEVE SIZES 3/4" 3" 1 -1/2" • 518" 318" #4 #10 #20 #40 #60 #100 100 90 80 70 60 50 40 30 20 10 0 1 #200 I II I II I II II II II II 1 ► II II L 11 I II I II I I I I II I II I iI -I II II J I I I I 1 50 10 5 0 5 0 1 0.05 GRAIN SIZE IN MILLIMETERS 0.01 0.005 0.001 0.0005 SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name % MC LL PL PI Gravel /o Sand /o Fines /u 0 B -204 S -2 10.0 - 11.5 (SM) Olive gray, silty SAND 9 14.5 56.1 29.5 El B -204 S -6 30.0 - 31.5 (SP -SM) Gray, poorly graded SAND with silt 10 0.0 91.3 8.7 A B -205 S -1 5.0 - 6.0 (SM) Brownish gray, silty SAND with gravel 7 21.0 54.4 24.6 BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCES INC. TUKWILA, WASHINGTON PROJECT NO.: 2003 -008 FIGURE: B-5 PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 HWAGRSZ 2003008.0PJ 725108 •Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale PERCENT FINER BY WEIGHT GRAVEL SAMPLE DEPTH (t1) SAND % MC LL SILT CLAY Coarse [ Fine , Coarse Medium I Fine U.S. STANDARD SIEVE SIZES 3/4" 3" 1-1/2" • 5/8" 3/8" #4 #90 #20 #40 #60 #100 #200 d.. s I 1 I I I I I I I I I I 100 90 80 70 60 50. 40 30 20 10 0 t It t II I I I I 1 I II I II I II ! I II I II 1 I I I I I II I I I I II I II ! II II r 1I I II r II I II F' I I 1 I I I I I I II I II 1 I I { I I I I I I I 1 r I I I 1 I 1 1 I I I I I I I I I 1 I I 50 10 5 0 5 01 0.05 GRAIN SIZE IN MILLIMETERS 0.01 0:005 0.001 0:0005 SYMBOL SAMPLE DEPTH (t1) CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name % MC LL PL PI Gravel % Sand % Fines % ® B -205 S -3 15.0 -16.0 (GM) Olide gray, siltyGRAVEL with sand 6 41.3 35.3 23.4 BI B =206 S -5 15.0 -16.5 (SM) Brown, silty SAND 17 0.0 79:8 20.2 A B -206 S -8 30.0 - 31.5 (ML) Gray, sandy SILT 1.4 7:8 29.0 63.5 HWAGEOSCIENCES INC. HWAGRSZ 2003008:GPJ 7125108 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2003 -008 FIGURE: B-6 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www eleog k}uaA sAemlY - uaoo'Vnx PERCENT FINER BY WEIGHT GRAVEL SAMPLE I I 1 SAND I I I SILT CLAY Coarse I Fine Coarse I Medium Fine 3" 100 90 80 70 60 50 40 30 20 10 0 1 -1/2" U.S. STANDARD SIEVE SIZES 3/4" 5/8" 3/8" #4 #10 #20 #40 #60 #100 #200 50 10 5 f 0 5 0 1 0.05 GRAIN SIZE IN MILLIMETERS 0.01 0.005 0.001 0.0005 SYMBOL SAMPLE I I 1 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name I I I 1 I PL I I Gravel Sand ® I B -212 I\ 30.0 - 31.5 1 I I I I 0.0 87.9 12.1 ® 8 -213 S -4 10.0 - 11.5 (SM). Gray, silty SAND 14 0.0 I I I 15:8 t t I I I I 1 I I S -6 t I I (SP -SM) Light yellowish brown, poorly graded SAND with silt 10 I I I I 1 88.6 1 I I I I I 1 I I I ! I I I I I I 1 I I I 1 I I I I I I I I I 1 1 1 I I ! I I I I I I I 1 I I I I I I I I I I 1 1 I I I I I 1 I 1 1 I I I I I I 1 I I I I JI I I I I I I I I I I t I I I 1 I I 1 II I I I I I I I I I I I I I I I I I 1 I I 1 1 I I I I I I I I I I 1 I I I I I I I I I I I I I I 11 I I I I t I I I I t I I I I t I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I 1 I I I I 1 I I I I 1 I I I I I I I I 50 10 5 f 0 5 0 1 0.05 GRAIN SIZE IN MILLIMETERS 0.01 0.005 0.001 0.0005 SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name % MC LL PL PI Gravel Sand Fines ® B -212 S -8 30.0 - 31.5 (SP -SM) Light yellowish brown, poorly graded SAND with silt 10 0.0 87.9 12.1 ® 8 -213 S -4 10.0 - 11.5 (SM). Gray, silty SAND 14 0.0 84.2 15:8 A 5 -214 S -6 20.0 - 21.5 (SP -SM) Light yellowish brown, poorly graded SAND with silt 10 0.0 88.6 11.4 v HWAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2003-008 FIGURE: B -7 HWAGRSZ 2003008.GPJ 7125108 • WHAM aas luewaaJBy suoi;ipuo3 adesn 10d 0U1 'yM 4o a6uey0x3 sJappe 04 papinad aims (}!Jan sAeMIy - w00 eMX PERCENT FINER BY WEIGHT GRAVEL SAMPLE t SAND i i� I SILT CLAY Coarse 1 Fine Coarse 1 Medium I Fine U.S. STANDARD SIEVE SIZES 3/4" 3" 1- 12" t 518" 3/8" #4 #10 #20 #40 #60 #100 100 90 80 70 60 50 40 30 20 10 0 #200 50 10 5 .1 0. GRAIN SIZE IN MILLIMETERS SYMBOL SAMPLE t CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name i i� I PL '111 Gr avel Sand 0 B -216 i I 5.0 - 6.5 i I i I I I 32.7 48.5 18.8' °" B -216 S -8 40.0 - 41.5 (SM) Light yellowish brown, silty SAND 11 0.0 1 13.3 1 I I I S -I 1 (SM) Olive brown, silty SAND with gravel 12 15.1 52.0 1 I I I I t I 1 1 1 I II I I 1t I I I i I I 1 1 I I 1 1 f I I I I I t I I I I I I I I I I I I I I I I I i I I t I t I I I 1 I I 1 i I II 1 I I I I I I ! I I I { I! I .' f I 1 I I I 1 I I I 11 1 I I I I I 1 I I t 1 1 I I I I I I I I I I I I I I t I 1 1 I I t I .I I 1 I I t I I I I I t I I I I I I 1 I I I I I I a ! I I I F I I 1 I I I I I I I I t I I I I I I I I I I I I I 1 I I I 6.1 I I I 1 I 1 I I I _- I I ,. I 50 10 5 .1 0. GRAIN SIZE IN MILLIMETERS SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name % MC LL PL PI Gr avel Sand Fines 0 B -216 S -1 5.0 - 6.5 (SM) Dark brown, silty SAND with gravel 9 32.7 48.5 18.8' IN B -216 S -8 40.0 - 41.5 (SM) Light yellowish brown, silty SAND 11 0.0 86.7 13.3 A B-217 S -I 5.0 - 6.5 (SM) Olive brown, silty SAND with gravel 12 15.1 52.0 32.9 I V AGEOSCIENCES INC. HWAORSZ 2003008,GPJ 7125!08 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2003-008 FIGURE: 0-8 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale PERCENT FINER BY WEIGHT GRAVEL SAMPLE SAND CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name SILT CLAY Coarse Fine Coarse I Medium I Fine U.S. STANDARD SIEVE SIZES 314„ 3: i 5/8" 318" #4 #10 #20 #40 #60 #100 #200 I 100 90 80 70 60 50 40 30 20 10 4 r -I I. 0. 50 10 5 1 0 5 0 1 0.05 GRAIN SIZE IN MILLIMETERS 0.01 0.005 0.001 0.0005 SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name % MC LL PL PI Gravel /o Sand /o Fines % 9 B -217 S -9 45.0 - 46.5 (SM) Light grayish brown, silty SAND 17 0.0 82.1 17.9 D B -219 S -2 5.0 - 6.5 (SM) Grayish brown, silty SAND 16 10,3 72.1 17.6 B -219 S -7 25.0 - 26.5 (SM) Olive brown, silty SAND 15 1.5 82.7 15.8 BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCES INC. TUKWILA, WASHINGTON p PROJECT NO.: 2003-00$ FIGURE: B`9 PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 HWAGRSZ 2003008.GPJ 7125/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale PERCENT FINER BY WEIGHT GRAVEL SAMPLE DEPTH (ft) SAND % MC SILT CLAY Coarse I Fine Coarse I Medium I Fine 3" 100 90 80 70 60 50 40 30 20 10 0 U.S. STANDARD SIEVE SIZES 3/4" 1 -1/2" ; 5/8" 3/8" #4 #10 #20 #40 #60 #100 #200 50 10 5 1 0 5 01 0.05 GRAIN SIZE IN MILLIMETERS 0.01 0.005 0.001 0.0005 SYMBOL SAMPLE DEPTH (ft) I % MC " I PL PI I I I S zd Fi,es ® I I S -2 I (SM) Dark brown, silty SAND with gravel I I ; I f I I 1 16:2 55.1 28.7 M 8 -220 S -15 65.0 -66.5 (SP -SM) Olive gray, poorly graded SAND with silt 12 0.0 92.2 7.8 A B -221 I I I I 2,5 - 4.0 (SM) Dark grayish brown, silty SAND with gravel 1 1' I 50.3 I 1 I I I 1 I. I f I I i f I I tl 11 I 1 I I I 11 1 I 1 1 I I 1. 1 I I 1 I I I1 1 1 I t I I 1 I I 1 1 1 1. I I 11 1 1 I I I 1 1 1 1 1 I I 1 I 1 I 1 1 1 1 I 1 1 1 1 1 1 1 1 1 'I 1 1 I I If 1 1 1 1 I 1 1 t I 1 1 1 I 1 1 1 1 I 1 I 1 1 i 11 1 I I 1 if i 1 I 1. t 1 1 1 1 i 1 I i 1 I 1. 50 10 5 1 0 5 01 0.05 GRAIN SIZE IN MILLIMETERS 0.01 0.005 0.001 0.0005 SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL - ASTM D2487 Group Symbol and Name % MC LL PL PI -Grvei S zd Fi,es A B-220 S -2 5.0 - 6.5 (SM) Dark brown, silty SAND with gravel 14 16:2 55.1 28.7 M 8 -220 S -15 65.0 -66.5 (SP -SM) Olive gray, poorly graded SAND with silt 12 0.0 92.2 7.8 A B -221 S -1 2,5 - 4.0 (SM) Dark grayish brown, silty SAND with gravel 9 30.8 50.3 18.9 1 HWAGEOSCIENCES INC. HWAORSZ 2003008 GPJ 7125108 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2003-008 FIGURE: B-1 0 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www aleog A4uaA sAemiv - WOO'B X PERCENT FINER BY WEIGHT GRAVEL ® DEPTH (H) SAND I I SILT CLAY Coarse I Fine Coarse Medium I Fine U.S. STANDARD SIEVE SIZES 3/4" 3" 1 -1/2" ; 5/8" 3/8" #4 #10 #20 #40 #60 #100 100 90 80 70 60 50 40 30 20 10 0 #200 50 10 5 1 0.5 0 1 0.05 GRAIN SIZE IN MILLIMETERS 0.01 0.005 0.001 0.0005 SYMBOL ® DEPTH (H) CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name I I LL 1 II II PI I I I Fines ® B -221 I I 40.0.41.5 (SM) Olive gray, silty/SAND 12 1 I I 1 l I 1 I I 81.6 18.4 IN B -221 S -14 60.0 - 61.5 (SM) Olive gray, silty SAND 8 0.0 85.9 14.1 A B -222 I I 2.5 - 4.0 1 I I I 1 I I I t I 13.7 60.2 1 I I I I I I I I 1 -1 1 I I I iI I J I 111 1il iii' III ._., I 1 1 1 1 I I Iii»i t11 1 -I 1 I 1IhiLIi , I I I I I I I I I 1 I I I I I I I 1 I _. __ _ 50 10 5 1 0.5 0 1 0.05 GRAIN SIZE IN MILLIMETERS 0.01 0.005 0.001 0.0005 SYMBOL SAMPLE DEPTH (H) CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name % MC LL PL PI Gravel Sand Fines ® B -221 S -10 40.0.41.5 (SM) Olive gray, silty/SAND 12 0.0 81.6 18.4 IN B -221 S -14 60.0 - 61.5 (SM) Olive gray, silty SAND 8 0.0 85.9 14.1 A B -222 8-1 2.5 - 4.0 (SM) Olive gray, silty SAND 13 13.7 60.2 26.1 HWAGEOSC[ENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2003-008 FIGURE: B -1 1 HWAGRSZ 2003008,GAJ 7/25108 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale 1 PERCENT FINER BY WEIGHT GRAVEL SAMPLE DEPTH (ft) SAND % MC LL SILT CLAY Coarse I Fine Flnes _ Coarse ( Medium I Ffne U.S. STANDARD SIEVE SIZES 3/4" 3" 1- /2" ; 5/8" 3/8" #4 #10 #20 #40 #80 #100 #200 00 90 SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL - ASTM D2487 Group Symbol and Name % MC LL PL PI Gravel 1 I Flnes I I I I B -222 I I 40.0 - 41.5 T 1 I 18 0 :0 I �\ I I I I S -9 I I I (SM) Olive gray, silty SAND 22 0:0 85.5 14.5 A B -223 S -13 40.0 - 41.5 (SP -SM) Gray, poorly graded' SAND with silt 80 I I 1 0.0 I i 9.9 I 1 II I I I 1 I I I I I I I 70 i I I I I I I I I I. I I 60 I I I I I I `^ I I I I I I I I I I I I 50 I I I I I II ,I, I II I - I I I I I 40 I I II I I I I I I I I II I I I I 30' -I I I I I I I I I I I I 1 I I I I 1 I I I I 1 I I I 1 I. 20 I I 1 I I I I I 1 1 1 I I I I I 1 I I I I I I I 1 1 i I 10 -) I 1 I I I I I I 1 I I I I I 1 I I I 1 I 1 I I I 0 I I I I I 1 I I I I I I I I I _ I I 1 I I t I I I 1 1 1 I I 1 50 10 5 0 5 01 0.05 0.01 0.005 0001 O.Or GRAIN SIZE IN MILLIMETERS SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL - ASTM D2487 Group Symbol and Name % MC LL PL PI Gravel Sand Flnes ® B -222 S -10 40.0 - 41.5 (SM) Olive brown, silty SAND 18 0 :0 64.3 35.7 el B -223 S -9 22.5 - 24.0 (SM) Olive gray, silty SAND 22 0:0 85.5 14.5 A B -223 S -13 40.0 - 41.5 (SP -SM) Gray, poorly graded' SAND with silt 11 0.0 90.1 9.9 05 1 H WAGEOSCIENCES INC. HWAGRSZ 2009008.GPJ 7125/08 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2003 -008 FIGURE: B-1 2 Provided to Builders Exchange of WA, For usage Conditions Agreement see www aieos Tan sAeMIV - woo'eMx PERCENT FINER BY WEIGHT GRAVEL SAMPLE DEPTH (ft) SAND % MC SILT CLAY Coarse Fine Coarse ( Medium j Fine U.S. STANDARD SIEVE SIZES 3,4" 3" 1-1/2" i 5/8" 3/8" #4 #10 #20 #40 #60 #100 #200 100 90 80 70 80 50 40 30 20 10 0 1 F 4 1 50 10 5 1 0 51. 0 1 0.05 GRAIN SIZE IN MILLIMETERS i 0.01 0.005 0.001 0.0006 SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name % MC LL PL P1 Gravel Sand Fines 0 B -225 S-8 22.5 - 24.0 (SM) Grayish brown, silty SAND 9 0.0 87.1 12.9 M B -226 S -4 10.0 - 11.5 (SP -SM) Olive gray, poorly graded SAND with silt 7 0.8 91.6 7.6 A B -229 S -3 15.0 - 16.5 (SM) Brown, silty SAND with gravel 13 31.9 44.5 23.7 EIM HWAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2003-008 FIGURE: B-13 HWAGRSZ 2003008.GPJ 1!29/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale 1 PERCENT FINER BY WEIGHT GRAVEL SAMPLE DEPTH (ft) SAND a a a- SILT CLAY Coarse I Fine Coarse I Medium I Fine 3" 1 -1/2" U.S. STANDARD SIEVE SIZES 3 4" 5/8" 3/8" #4 #10 #20 #40 #60 #100 #200 00 90 SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name a a a- PL PI I I 1 Sand I 'I I 0 I 1 S -1 1 I (SM) Brown, silty SAND with gravel 16 I I I i I I 14.3 f I I I 0 I I 1 S -5 15:0 -16.5 (SM) Brown, silty SAND with gravel 16 22.7 49.3 28.0" A B -231 S -2 60 (ML) Dark grayish brown, sandy SILT 21 i i III I 9.1 31.4 59.6 I I I I I i I 1I 70. I I I I I I I I I I I I 1 60 I I 1 I I I I I I I I 1 I I I I 1 I 1 I, j 50 40 I I I I I I I I I I I I I I II I 1 I i` 11 1 i 30 I I I I I I I I I I I I I 1 1 1 I 1 i 20 I I 11 I I I I I III I I III I I I- I I I I 1 I 10 I I I I I I I 11 I I- I, I I I. I I I I I I I I I I I .1 I -I I o I I I I I I I I I I I I I I I I __ I J hr 50 10 5 1 0 5 0 1 0.05 001 n nn5 n nnl n GRAIN SIZE IN MILLIMETERS SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name % MC IL PL PI Gravel Sand Fines 0 B -230 S -1 2.5 - 4.0 (SM) Brown, silty SAND with gravel 16 14.3 52.4 33.4 0 B -230 S -5 15:0 -16.5 (SM) Brown, silty SAND with gravel 16 22.7 49.3 28.0" A B -231 S -2 3.0 - 4.5 (ML) Dark grayish brown, sandy SILT 21 9.1 31.4 59.6 05 HWAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGRSZ 2003008.GPJ 7/25/08 PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2003 -008 FIGURE: B -14 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale PERCENT FINER BY WEIGHT GRAVEL SAMPLE DEPTH (ft) SAND % MC 1 1 PL 11 I Coarse 1 Fine Coarse I Medium I Fine SILT CLAY 3" 100 90 80 70 60 50 40 30 20 10 0 1 -1/2" U.S. STANDARD SIEVE SIZES 3/4" 5/8" 3/8" #4 #10 #20 #40 #60 #100 #200 111 SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name % MC 1 1 PL 11 I t Sand St Id I 0 B -232 S -2 7.0 - 8.5 (ML) Dark olive gray, sandy SILT Ni I 1 I 14.2 I I 54.4 M B -232 S -8 37.0 - 38.5 (SM) Yellowish brown, silty SAND 13 0.0 82.9 17.1 ® B -233 S -3 t I II I (SM) Gray, silty SAND with gravel 1 1 l I I 1► `�- 1 20.6 40.1 39.3 C I I I I I I I I I I I I I I I I I I 1 J I I 1 I 1 I I I I, I I I I I I I I I I I I I I 1 I I I I I I I I I I I I II I II I I I I I I 1 I I I I I i I I I I I I I I I -1 I I I I I I -1\IIN*---0 I 1 I I I 1 1I I I I 1 1 I I I I I I I I I I I I I 1 I I ! I I I I I I I I I I I I I I I I I I I I I 1 I I J I I 1 __ ._ I 1 I 1 I I I i I 1 50 10 5 0.5 0 1 0:05 GRAIN SIZE IN MILLIMETERS 0.01 0.005 0.001 0.0005 SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name % MC LL PL PI Gra% vel Sand St Id Fir es 0 B -232 S -2 7.0 - 8.5 (ML) Dark olive gray, sandy SILT 20 14.2 31.4 54.4 M B -232 S -8 37.0 - 38.5 (SM) Yellowish brown, silty SAND 13 0.0 82.9 17.1 ® B -233 S -3 12.5 - 14.0 (SM) Gray, silty SAND with gravel 13 20.6 40.1 39.3 9 HWAGEOSCIENCES INC. HWAGRSZ 2003008.GPJ 7125108 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.. 2003-008 FIGURE: B-15 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale PERCENT FINER BY WEIGHT GRAVEL SAMPLE DEPTH (ft) SAND % MC SILT CLAY Coarse 1 Fine Coarse 1 Medium 1 Fine U.S. STANDARD SIEVE SIZES 3/4" 3" 1- /2" i 5/8" 3/8" #4 #10 #20 #40 #60 #100 1 100 90 80 70 60 50 40 30 20 10 0 #200 I II I I .I I I I II I ! II - I I I I II I I I I I I I I I I I I I I- I I I I I I I I I I I- I i II I II I I I I II I II I II I I I I tI 1 II I I I I 50 t0 5 0 5 01 0.05 GRAIN SIZE IN MILLIMETERS 0.01 0.005 0,001 0.0005 SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name % MC LL PL PI Gravel k. Sand /n Fines /u it 8 433 S-5 22.5 - 24.0 (SM) Olive brown, silty SAND with gravel (4.8% organics) 20 17.5 52.2 30.3 ® B -233 S -9 42.5 - 44.0 (SM) Light brown, silty SAND 10 1.0 77.4 21.6 A B -234 S -5 15.0 - 16.5 (SM) Brown; silty SAND with gravel 14 34.8 45.2 20.0 HWAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2003 -008 FIGURE: B-16 HWAGRSZ 2003008.GPJ 7/25108 Provided to Builders Exchange of WA, . For usage Conditions Agreement see www.bxwa.com - Always Verify Scale PERCENT FINER BY WEIGHT GRAVEL SAMPLE DEPTH ((t) SAND % MC LL SILT CLAY Coarse I Fine Fines /c _ Coarse I Medium I. Fine 3" • 100 90 80 70 60 50 40 30 20 10 U.S. STANDARD SIEVE SIZES 3/4" 1 -1/2" • 5/8" 3/8" #4 #10 #20 #40 #60 #100 #200 50 10 0 5 0 1 0.05 GRAIN SIZE IN MILLIMETERS 0.01 0.005 0.001 0.0005 SYMBOL SAMPLE DEPTH ((t) CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name % MC LL PL PI Gravel !o Sand k, Fines /c 0 B -234 S -10 35.0 - 36.5 (SM) Gray, silty SAND 11 0.0 86.9 , 13.1 IN B -235 S -3 5.0 - 6.5 (SM) Olive gray, silty SAND with gravel 19 16.5 40.4 43.1 A B -235 S -4 7.5 - 9.0 (SM) Light yellowish brown, silty SAND with gravel 15 24.7 50.3 25.0 EIWAGEOSCIENCES INC BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2003 -008 FIGURE: B -17 HWAGRSZ 2003000.GPJ 7126Ks Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale 1 PERCENT FINER BY WEIGHT GRAVEL ."'N.' DEPTH (ft) SAND % MC 00 90 SILT CLAY Coarse I Fine Coarse I Medium I Fine 3" 1 -1/2" U.S. STANDARD SIEVE SIZES 3/4" 5/8" 3/8" #4 #10 #20 #40 #60 #100 #200 GRAIN SIZE IN MILLIMETERS SYMBOL ."'N.' DEPTH (ft) I I I % MC 00 90 PL PI I I I Sand I 1 ® S -3 1 1 ISM) Dark brown, silty SAND with gravel 16 I II I I I 46.7 I I I I I B -236 S -5 I I (SM) Brown, silty SAND 21 6.9 50.4 42.7 A B -237 S -4 7.5 - 9.0 80 70 12 I I I I I. I I -I I 48.5 I I I F 1 I - I I I I I I I I I I ' I I 1 I I I I I I I I 1 I 1 1 { I I I I I I I I I I 1 80 50 1 I 1 II II l I I I I I I • I I I I f 1 1 1 1 • I I I I I I I I I I I 1 �1 I I I 1 ! 1 t I I 40 I I I I I I I I I I I 1 I I I 1 30 I I I I I I I I • I I I I I 1 i I 1 I I I 1 • 20 1 I I I 1 I I I I I1 I I I I I I I I I I I I 10 I 1 I I 1 I I I I I I I I I I I I I I I I 1 I 0 I I i I I I I 1 1 I I I I I I . I I 1. I I 1. I I 1 I I I 50 10 5 1 0 5 01 0.05 0.01 0.005 0.001 0.0C GRAIN SIZE IN MILLIMETERS SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name % MC LL PL PI Gravel Sand Fines Q/o ® B -236 S -3 5.0 - 6.5 ISM) Dark brown, silty SAND with gravel 16 36.1 46.7 172 III B -236 S -5 8.5 -10.0 (SM) Brown, silty SAND 21 6.9 50.4 42.7 A B -237 S -4 7.5 - 9.0 (SM) Olive brown, silty SAND 12 10.6. 48.5 40.8 05 HWAGEOSCIENCES INC.. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2003-008 HWAGRSZ 200300E.GPJ 7125108 FIGURE: B -1.8 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale PERCENT FINER BY WEIGHT 100 90 80 70 60 50 40 30 20 10 0 GRAVEL SAMPLE SAND CLASSIFICATION OF SOIL - ASTM D2487 Group Symbol and Name SILT LL I CLAY Coarse Fine Coarse Medium Fine U.S. STANDARD SIEVE SIZES 34" 1-1/2" • 518" 3/8" #4 #10 #20 1 #40 #60 #100 #200 I I 1 k 1 -I 4 1 50 10 5 L 0 5 0 1 0.05 GRAIN SIZE IN MILLIMETERS 0.01 0.005 0.001 0.0005 SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL - ASTM D2487 Group Symbol and Name % MC LL PL PI Gravel Sand Fines 0 8-238 S -3 5.0 - 6.5 (SM) Grayish brown, silty SAND 8 1.5 83.1 15.3 ® B -238 S -6 12.5 - 13.5 (SM) Reddish brown, silty SAND 7 10.8 76.4 12.8 A 13-239 S -6 12.5 - 14.0 (SM) Brown, silty SAND 10 0.0 80.1 19.7 O HWAGEOSCIENCES INC, BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2003 -008 FIGURE: B-19 HWAORSZ 2003008.OPJ 7125108 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale PERCENT FINER BY WEIGHT GRAVEL SAMPLE I I I SAND I I 1 SILT CLAY Coarse I Fine Coarse _I Medium -1 Fine U.S. STANDARD SIEVE SIZES 3" 1 -1/2" 3/4 3/8" #4 #10 #20 #40 #60 #100 100 90 80 70 60 50 40 30' 20 10. 0 #200 GRAIN SIZE IN MILLIMETERS SYMBOL SAMPLE I I I CLASSIFICATION OF SOIL- ASTM D2487 Group-Symbol and Name I I 1 LL 1 I PI 1 I Sand /o- Floes % 0 I I I S -2 • I. I I (SM) Reddish" brown, silty SAND wtih gravel I I I I I I I I I 30.8 51.8 17.5 E B -240 S -5 10.0 - 11.5 (SM) Light olive brown, silty SAND wtih gravel 9 31.7 32.3 36.0 I I B -241 t_ I 1 �.\ I I 13 Imo, I 10.7 I 56.0 I I I I I I I I I I I I I I I I I I I I I I I I I I ! I I I I I I I I J I I I 1 l 1 1 1 I I I I I I I I I I 1 I ! ! II I 1 I I I I 1 I I I I 1 I I I I 1 I I I I I I I I I I I I I I I f. 1 II t I t 1 I" I I I I I I I 1 I I I I I I I I I I I ( 1 I I I I I I I I I I I I 1 I I I I I I I 11 t i I I I I 1 ■ I I I I I I I I i I I I I I I I I I I 1 I I I I I_ I_ I I 1 SR in 5 0 5 0 1 0.05 0.01 0.005 0.001 0.0( GRAIN SIZE IN MILLIMETERS SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL- ASTM D2487 Group-Symbol and Name % MC LL PL PI Gravel , % Sand /o- Floes % 0 B-240 S -2 2.5 - 3.0 (SM) Reddish" brown, silty SAND wtih gravel 6 30.8 51.8 17.5 E B -240 S -5 10.0 - 11.5 (SM) Light olive brown, silty SAND wtih gravel 9 31.7 32.3 36.0 B -241 S -3 5.0 - 6.0 (ML) Grayish brown, sandy SILT 13 10.7 33.4 56.0 5 HWAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2003 -008 FIGURE: B -20 HWAGRSZ 2003008:GPJ 7125108 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale PERCENT FINER BY WEIGHT GRAVEL SAMPLE DEPTH (ft) SAND % MC LL SILT CLAY Coarse I Fine Coarse I Medium I Fine U.S. STANDARD SIEVE SIZES 3/4" 3" 1 -1/2" 5/8" 3/8" #4 #10 #20 #40 #60 #100 #200 f . . I _ I 100 90 80 70 60 50 40 30 20 10 0 1 1 t F 1 I. ( L 50 10 5 1 0 5 0 1 0.05 GRAIN SIZE IN MILLIMETERS 0.01 0.005 0.001 0.0005 SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name % MC LL PL PI Gravel /o Sand /o Fines /o C B -242 S -2 2.5 - 3.5 (SM) Grayish brown, silty SAND with gravel 12 29.7 43.6 26.6 M 8 -243 S -1 0.0 - 1.0 (GM) Grayish brown, silty GRAVEL with sand 9 38.5 38.5 23.0 A 8 -244 S -2 2.5 - 3.5 (SM) Olive brown, silty SAND 12 14.2 50.6 35.2 I HWAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE —SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.; 2003 -008 FIGURE: B-21 HWAGRSZ 2003008.GPJ 7125108 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale • J PERCENT FINER BY WEIGHT GRAVEL SAMPLE 1 t I SAND I I I I I I SILT CLAY Coarse I Fine Coarse I Medium Fine U.S. STANDARD SIEVE SIZES 3/4" 3" 1- /2" ; 5/8" 3/8" #4 #10 #20 #40 #60 #100 100 90 80 70 80 50 40 30 20 10 0. #200 50 10 5 1 0 5 01 0.05 GRAIN SIZE IN MILLIMETERS 0.01 0.005 0.001 0.0005 SYMBOL SAMPLE 1 t I CLASSIFICATION OF SOIL- ASTM 02487 Group Symbol and Name I I I I I I I I I PL ge I I Gravel Sad ® 41 I I 8 -245 lif I 1 5.0 - 6.5 i I I I I I 0.0 18.8 81.2. ® 8 -246 S -2 2.5 - 4.0 (ML) Light yellowish brown, SILT with sand 7 0.0 I I I 71.2 I I 1 I I I I S -5 I I I (ML) Yellowish brown, sandy. SILT 13 1 I 1 t I I 46.3 I I I r I r I 1 I I I I I I i I i I I I a I I ! I ! '\111 . I I I I I I I I I I I t I I I 1 i I 1 I I I I I I 1 I I I I I I I I I t. I I t I I I I I �I I 1 ( I I I I � y I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I II I I I I II I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I .I I I I I I I I I. I I I _ _t_ I I 50 10 5 1 0 5 01 0.05 GRAIN SIZE IN MILLIMETERS 0.01 0.005 0.001 0.0005 SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL- ASTM 02487 Group Symbol and Name % MC LL PL PI Gravel Sad Fines ® 8 -245 S -3 5.0 - 6.5 (ML) Yellowish brown; SILT with sand 21 0.0 18.8 81.2. ® 8 -246 S -2 2.5 - 4.0 (ML) Light yellowish brown, SILT with sand 7 0.0 28.8 71.2 A 8 -246. S -5 10.0 - 11.5 (ML) Yellowish brown, sandy. SILT 13 0.0 46.3 53.7 HWAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2003-008 FIGURE: B-22 HWAGRSZ 2003008,GPJ 7126/08 VM ;o abueyox8 sJaplin8 o; pap!noJd . For usage Conditions Agreement see www.bxwa.com - Always Verify Scale PERCENT FINER BY WEIGHT GRAVEL SAMPLE DEPTH (ft) SAND % MC SILT CLAY Coarse I Fine Coarse Medium I Fine 3" 100 90 80 70 60 50 40 30 20 10 0 U.S. STANDARD SIEVE SIZES 314" 1 -1/2" i 5(8" 3/8" #4 #10 #20 #40 #60 #100 #200 IT 1 1 II II II II II II 1I II II 1 I 1 1 1 11 II 11 1I 1 50 10 5 0 5 01 0.05 GRAIN SIZE IN MILLIMETERS 0.01 0.005 0.001 0.0005 SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name % MC LL PL PI Gravel /o Sand /o Fines /o S 8 -247 S -2 2.5 - 3.0 (SM) Dark brown, silty SAND 57 9.1 54.3 36.6 II B -247 S-4 7.5 - 8.5 (SM) Yellowish brown, silty SAND 30 0.0 51.0 49.0 A BH -2 S -2 10.0 -10.7 (SM) Dark yellowish brown, silty SAND with gravel 9 22.4 52.5 25.0 HWAGEQSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2003-008 FIGURE: B -23 HWAGRSZ 2003000.GPJ 7125/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale PERCENT FINER BY WEIGHT GRAVEL SAMPLE - SAND % MC LL SILT CLAY Coarse I Fine Coarse 1 Medium I Fine U.S. STANDARD SIEVE SIZES 3,4" 3" 1 -1/2" 618" 318" #4 #10 #20 #40 #60 #100 #200 GRAIN SIZE IN MILLIMETERS SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL - ASTM D2487 Group Symbol and Name % MC LL 00 PI Gravel I Fines I I I BH -2 I I I 25.0.26.5 I I 10 ® . —"'w 0.0 I I 18.9 I I I I I I I I 3.0 - 4.5 (SM) Light yellowish brown, silty SAND with gravel 6 20.0 42.0 37.9 A BH -3 S-6 28.0.29.5 90 16 1 1 1 11 I I 50.7 1 I I I f I t I I I I I 1 1 1 I 80 1 1 f 1 1 1 I I I I f I I I I I I I I 1 I I 1 I H I I 70 60 I I I I J I I L I I I I I I I I 50 I I I II I I I I I I .1 I I 40 I I I i I I I I I I 1 30 I I I I I I 11 t I I I 1 I I I I I I 1 I 11 I I I I I I 20 10 -1 I I I I I II I I I 1 I I I 1 I I I I 1 I I I o I I I. II I I I I I I I. •I I I .. I I I. I I I I I I I I J_ __ __ 50 10 5 0 5 0 1 0.05 0.01 0.005 0.001 0.0C GRAIN SIZE IN MILLIMETERS SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL - ASTM D2487 Group Symbol and Name % MC LL PL PI Gravel Sand Fines 0 BH -2 S-5 25.0.26.5 (SM) Olive brown, silty SAND 10 0.0 81.1 18.9 ® BH -3 S -1 3.0 - 4.5 (SM) Light yellowish brown, silty SAND with gravel 6 20.0 42.0 37.9 A BH -3 S-6 28.0.29.5 (SM) Dark brown, silty SAND with graval(1.9 % organics) 16 27.5 50.7 21.8 05 HWAGEOSCIENCES INC. FIWAGRSZ 2003008.OPJ 7/25/08 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2003 -008 FIGURE: B-24 • • Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www bxwa.com - Always Verify Scale PERCENT FINER BY WEIGHT GRAVEL SAMPLE DEPTH (ft) SAND % MC LL SILT CLAY Coarse I Fine Coarse Medium I Fine U.S. STANDARD SIEVE SIZES 3/4" 3" 1 -1/2" i 5 /8" 3/8" #4 #10 #20 #40 #60 #100 #200 d 100 1 90 80 70 60 50 40 30 20 10 0 L II I II I II I II I II I I 1 I 4 50 10 5 1 0 5 0 1 0.05 GRAIN SIZE IN MILLIMETERS 0,01 0.005 0.001 0.0005 SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name % MC LL PL PI Gravel San d Fines S BH -3 S -7 33.0 - 34.5 (SM) Black, silty SAND with gravel(3.5% organics) 25 15.9 63.0 21.1 IV BH -4 S-6 28.0 - 29.5 (SM) Dark brown, silty SAND with gravel 16 24.5 53.4 22.1 A BH -5 S -3 15.0 - 16.5 (SM) Olive brown, silty SAND 14 0,0 83.1 18.9 HWAGEOSCIENCES INC. HWAGRSZ 2003008.GPJ 7125108 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2003 -008 FIGURE: B-25 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale 1 PERCENT FINER BY WEIGHT GRAVEL SAMPLE DEPTH (ft) SAND % MC SILT CLAY Coarse I Fine Coarse Medium I Fine U.S. STANDARD SIEVE SIZES 3/4" 3" 1 -1/2" ; 5/8" 3/8" #4 #10 #20 #40 #60 #100 #200 GRAIN SIZE IN MILLIMETERS SYMBOL SAMPLE DEPTH (ft) 00 90 80 % MC LL Imo:. PI I I .�� 1 FI,es 1 BH -5 S-5 25.0 - 26.5 4 I 6 I 1 0.0 1 14.7 M TP- 4 S -2 8.0 - 9.0 (ML) Gray, sandy SILT with gravel 16 16.3 28.9 54.7 A TP- 5 I 10.0 -11.0 f .' I I I I I f I I 30.6 45.7 I I t I i I I ! I 1 I I 70 I I I I I I I I 1 I I I I I I I I I I I I F 1 I- 60 f I I J I I J ! 1 1 I 50 I I 11 I I I I I 1 I I 40 I 11 I I I I I I I 1 I I I 30 I I y 1 1 I I I I 1 I I I I I 1 I I 1 I I I .I 20 I I I I I I 11 I t I I I I I I II I I I I I I I I 1 I 10 I I I I I I I I I I •I I I I I I 0 I I I I I I I I I .I 1I I I I I I 50 10 5 1 0 5 0 1 0:05 0.01 0.005 0.001 •0.0I1 GRAIN SIZE IN MILLIMETERS SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name % MC LL PL PI Grovel Sr d FI,es 0 BH -5 S-5 25.0 - 26.5 (SM) Grayish brown, silty SAND 6 0.0 85.3 14.7 M TP- 4 S -2 8.0 - 9.0 (ML) Gray, sandy SILT with gravel 16 16.3 28.9 54.7 A TP- 5 S -5 10.0 -11.0 (SM) Brown, silty SAND with gravel 17 30.6 45.7 23.7 05 HtNAGE0SGIENGES INC HWAGRSZ 2003008.GPJ 1125108 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2003 -008 FIGURE: B -26 • Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale PERCENT FINER BY WEIGHT GRAVEL SAMPLE DEPTH (ft) SAND % MC LL SILT CLAY Coarse I Fine Coarse I Medium I Fine 3" 100 90 80 70 60 50 40 30 20 10 0 U.S. STANDARD SIEVE SIZES 3/4" 1 -1/T • 5(8" 3/8" #4 #10 #20 #40 #60 #100 #200 • 50 1 5 1 0 5 0 1 0.05 GRAIN SIZE IN MILLIMETERS 0.01 0.005 0.001 0.0005 SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name % MC LL PL P1 Gravel Sand Fines • TP- 6 S -3 14.5 - 15.5 (SP -SM) Dark brown, poorly graded SAND with slit 15 0.7 94.1 5.2 IN TP- 7 S -4 15.5 - 16.0 (SM) Olive gray, silty SAND with gravel 10 24.2 54.1 21.7 A TP- 8 S -4 16.0 - 16.5 (SM) Olive brown, silty SAND with gravel 12 29.2 46.6 24.2 i0 HWAGEOSCIENCES INC. HWAGRSZ 2003008.GPJ 7125!08 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 ■ PROJECT NO.: 2003-008 FIGURE: B-27 • Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale 4 PERCENT FINER BY WEIGHT GRAVEL /. DEPTH (ft) SAND Rc.. SILT CLAY Coarse I Fine Coarse ] Medium I Fine 314" M" U.S. STANDARD SIEVE SIZES 4140 #160 #100 I 00 90 /. DEPTH (ft) CLASSIFICATION OF SOIL- ASTM.02487 Group Symbol and Name Rc.. MLVV PL PI 1 I I Sand 1 1 I I ® I I I S -2 i I I I� (SPSM) Yellowish brown, poorly graded SAND with silt 14 I I —.11\ II 89.6 10.4, I I 80 70 f I I I 1 I I I I F I I I 1 I I. 4 I I I 1 I I I I I i I t I I '1 I I I I I I I" I I I I I I 1 I I I I I I I 60 1 1 I I I I II I I i 1 I 1 I I 1 I I I I 1 50 I I I I I I I I 1 1 I I I- I 1 I I I I I I. I I 40 1111 I I I I I I I F '" it I I I I I I 30 I 1 1 1 I I I I 1 I 1 1 I 1 1 I 1 I 1 1 I I I 1 z0 I I I 1 I I I I I -r I '1 I I- • 10 1 I 1 1 I I I I { I I I I I I I { I I- I I 1 I 1 0 I I 1 1 I I I I .1 I I L ..1 I I I I I I I 1 _ I I 1 I l I 1 _ 50 10 5 1 0 5 0 1 0.05 0.01 0.005 0:001 0100 GRAIN SIZE IN MILLIMETERS SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL- ASTM.02487 Group Symbol and Name % MC LL PL PI Gravel Sand Fines ® TP- 9 S -2 5.0 - 6.0 (SPSM) Yellowish brown, poorly graded SAND with silt 14 0.0 89.6 10.4, 05 HWAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM -D422 PROJECT NO.: 2003-008 FIGURE: B-28 HWAGRSZ 2003008:GPJ 7126108 pH and Resistivity Sample Soil Type p Minimum Resistivity (ohm -cm) Ti' 7, S 4 Outwash 7.8 5,000 TP -8, S 2 Fill with Refuse 6.9 4,800 B -201, S -7 Outwash 6.2 27,000 B -203, S-6 Outwash 6.5 16,000 B -223, S -7 Fill with Refuse 5.6 2,500 B -225, S -6, 7 Fill with Refuse 6.8 2,200 B 226, S -4 Outwash 7.8 6,300 B -229, S 3 Fill with Refuse 7.6 1,600 B -235, S -3 Burn Fill 7.6 4,300 B -236, S -1, 2, 3 $urn Fill 7.7 3,500 B -237, S -4 Burn Fill 5.8 14,000 UZI HWA GEOSC1ENCES INC. CORROSION POTENTIAL BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON FIGURE N0. 8 -29 PROJECT NO. 2003 -008 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.corn - Always Verify Scale 4 4 Moisture Content, Ash, and Organic Matter Sample Soil Type Moisture Content ( %) Ash Content (%) Organic Content (%) B -208, S -3 Refuse 21.1 5.3 5.3 13-209, S -4 Fill with Refuse 25.1 5.9 5.9 13-215, S -9 Burn Fill 18.5 8.3 8.35 B -223, S -4 Fill with Refuse 42.9 18.17 18.17 13-223, S -7 Fill with Refuse 19.9 3.70 3.70 B -225, S -5 Fill with Refuse 53.4 13.82 13.82 B -225, S -7 Fill with Refuse 14.2 2.53 2.53 13-227, S -3 Fill with Refuse 20.7 8.22 8.22 B -227, S -6 Refuse 55.2 40.0 40.0 B -228, S -3 Burn Fill 23.0 5.55 5.55 13-230, S -8 Burn Fill 14.3 3.60 3.60 B -233, S -5 Burn Fill 20.6 4.77 4.77 HWA GEOSCIENCES INC. MOISTURE CONTENT ASH AND ORGANIC MATTER BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON FIGURE NO. 0 30 PROJECT NO. 2003 -008 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale JAKE SMITH 18802 80 AV S KENT WA 98032 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director RE: Permit No. D11 -011 BOW LAKE - WEST RAINWATER VAULT 18800 ORILLIA RD S TUKW 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 Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 01/24/2012. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 01/24/2012, 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, c Bill Rambo Permit Technician File: Permit File No. D11 -011 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director December 14, 2011 CK Humphreys KPFF Special Projects Division 101 Stewart Street, Suite 400 Seattle, WA 98101 RE: Request for Extensions Bow Lake Transfer Station —18800 Orillia Rd S Dear Mr. Creegan, This letter is in response to your written request for permit extensions. Per the Building Department policy, extensions are only considered when the expiration date is within the next calendar month. With that in mind, the permits eligible for extension are D09 -165, D11-011, D11-012, D11-013, and PG09 -097. The Building Official has reviewed these permits and will be extending your permits as follows: D09 -165: July 6, 2012 D11-012: July 23, 2012 PG09 -097: July 6, 2012 D11-011: July 23, 2012 D11-013: July 23, 2012 If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, ifer Marshall it Technician File: D09 -165, D11-011, D11-012, D11-013, and PG09 -097 W:\Pennit Center\Extension Letters\Pennits\2009\D09 -165 Permit Extension.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665 Re: Bow Lake Tukwila Permits Page 1 of 3 Re: Bow Lake Tukwila Permits CK Humphreys [chumphreys @kpffspd.com] Sent: Friday, December 02, 2011 10:18 AM To: Bill Rambo Cc: Tom Creegan [tom.creegan @kingcounty.gov]; Ken Cobley [kcobley @kpffspd.com] Mr. Rambo, I am writing to request that the following permits be extended as needed to ensure that none of them expire. 1. D09 -161 04 -20 -12 2. D09 -162 03 -21 -12 3. D09 -164 03 -09 -12 � �II 4. D09 -165 01 -09 -12 -/ � 0 Z 5. D09 -166 03 -09 -12 6. D09 -167 03 -09 -12 7. D11 -011 01-24-12 D11 -012 01 -24 -12 9. D11 -013 01 -24 -12 10. EL09 -0497 04 -29 -12 11. EL09 -0498 04 -02 -12 12. EL09 -0499 04 -02 -12 13. EL09 -0500 04 -02 -12 14. M09 -103 04 -18 -12 15. PG09 -095 04 -28 -12 16. PG09 -097 01 -09 -12 -_C) ak ttl- I understand that you may not choose to extend them all at this time, and I will leave that to (your discre Ion with the understanding that none of them should expire. Please reply with confirmation. �> -4-et,�r-' Thank you, (A i t "410 ��® IV CK Humphreys °' From: "Bill Rambo" <Bill.Rambo @TukwilaWA.gov> A / 20// To: "CK Humphreys" <chumphreys @kpffspd.com> Cc: "Bob Benedicto" <Bob.Benedicto @TukwilaWA.gov >, "Brenda Holt" <Brenda.Holt @TukwilaWA.gov> Sent: Friday, November 4, 2011 10:33:48 AM Subject: RE: Bow Lake Tukwila Permits CK, No need to extend any of these permits at this time. Bill • https:/ /webmail.tukwilawa.gov /owal ?ae= Item& t = IPM.Note &id = RgAAAACLODHcxUig... 12/05/2011 March 1, 2011 • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Jake Smith Shinn Mechanical 18802 80th Av S Kent, WA 98032 RE: Correction Letter #1 Development Permit Application Number D11 -011 Bow Lake — West Rainwater Vault —18800 Orillia Rd S Dear Mr. Smith, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building and Public Works Departments. At this time the Fire and Planning Departments have no comments. Building Department: Dave Larson at 206 431 -3678 if you have questions regarding the attached comments. Public Works Department: Joanna Spencer at 206 431 -2440 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, Bill Rambo Permit Technician encl File No. D11 -028 W:U'ermit Center\Conection Letters l2011\D11 -011 Correction Letter #1.DOC 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Tukwila Building Division Dave Larson, Senior Plan Examiner Building Division Review Memo Date: January 21, 2011 Project Name: Bow Lake -West Rainwater Vault Permit #: D11 -011 Plan Review: Dave Larson, Senior Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Section 1705.1 of the 2009 IBC states "Where special inspection or testing is required by Section 1704, 1707 or 1708, the registered design professional in responsible charge shall prepare a statement of special inspections in accordance with Section 1705 for submittal by the applicant (see Section 1704.1.1)." Please provide this statement as related to precast concrete and geotechnical services and any other applicable special inspections. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. • • PUBLIC WORKS DEPARTMENT COMMENTS DATE: February 24, 2011 PROJECT: West Rain Water Vault @ Bow Lk PERMIT NO: D11-011 PLAN REVIEWER: Contact Joanna Spencer (206) 431 -2440 if you have any questions regarding the following comments. 1) Please provide a better site plan that clearly identifies location of the West Rain Water Vault, East Rain Water Vault and Tire Wash Vault, so each of them can be easily located in the field. Label each vault in large bold letters. W:Other /Joanna /D1 1-01 1 • is PLANPI�. VIEW /ROUTING SLIP ACTIVITY NUMBER: D11 -011 DATE: 03 -14 -11 PROJECT NAME: BOW LAKE - WEST RAINWATER VAULT SITE ADDRESS: 18800 ORILLIA RD S Original Plan Submittal X Response to Correction Letter # 1 Response to Incomplete Letter # Revision # After. Permit Issued DEPARTMENTS: ti kiling"bivision f2I c orks 6114 Fire Prevention Structural Planning Division ❑ Permit Coordinator n n DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 03-15-11 Complete Incomplete n Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 04-12-11 Not Approved (attach comments) n DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip_doc 2 -28 -02 • • PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D11 -011 DATE: 01 -13 -11 PROJECT NAME: BOW LAKE - WEST RAINWATER VAULT SITE ADDRESS: 18800 ORILLIA RD S X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: Building Division ' -if Public Work 6 r�.,AMV4 2- • t I iF re Prevention L] Plannin Dlvl"slbn Structural Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: tyl Incomplete n DUE DATE: 01-18-11 Not Applicable n Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire El Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES /THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: n APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 02 -15 -11 Not Approved (attach comments) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg' Fire El Ping ❑ PW Staff Initials: Documents/routing slip.doc 2.28 -02 • City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: - 1 14 -1k Plan Check/Permit Number: /J /t/ +C9! / ❑ Response to Incomplete Letter # Response to Correction Letter # a ❑ Revision # after Permit is Issued ❑ Revision requested by a City ldin Inspector or laps Exa}ni Project Name: r7 1,.� L� �`= 1� cy c..-t -; ^J R S`i -c-12 Project Address: IS 8 0 a O n-' l-L ler • ~I !.t k+-J f 1,,, y4 (.N),7,9- 9 8 1 1 Contact Person: R1'G�`''� � Phone Number: 4 2-5 Z('9 / 21-/- Summary of Revision: 7�2 17‘. Ari.J 5 5ta►36-4 I44-9 .2.T 5 S flu ;3 c, LJ v i2.►�5 Few._ p t 5c-u S 114 P Ave- 1-1 2-5 c 0_3 ,(3-t... i ►J S 1 c= L.1ZJ1) f ( v0a.A=5 w t L_L_. •:-7. Or, PGA.0 17.3-C) 1 N L9 .■ Cs) P m t i p i o -) (o env OF TUKWILA MAR 14 2011 NI CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Jo Received at the City of Tukwila Permit Center by: Entered in Permits Plus on 1 LA' ( 1 H:\Applicattons\Fomts- Applications On Line\2010 Applications \7 -2010 - Revision Submittal.doc Created: 8 -13 -2004 Revised: 7 -2010 Contractors or Tradespeople Printer Friendly Page Page 1 of 2 • • General /Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name Phone Address Suite /Apt. City State Zip County Business Type Parent Company SHINN MECHANICAL INC 4252039800 18802 80 Th Ave South Kent WA 98032 King Corporation UBI No. Status License No. License Type Effective Date Expiration Date Suspend Date Specialty 1 Specialty 2 601585839 Active SHINNMI060QP Construction Contractor 11/17/1994 11/19/2011 General Unused License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status JEMC01.984CF JEM CONTRACTORS INC Construction Contractor General Unused 2/6/2002 2/11/2012 Active AYATCCL905C3 AYAT CONSTRUCTION LLC Construction Contractor General Unused 2/23/2010 2/23/2012 Suspended Business Owner Information Name Role Effective Date Expiration Date SHINN, MIKE D 01/01/1980 Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 6 HARTFORD CAS INS 52BSBDN1736 11/17/2005 Until Cancelled $12,000.00 11/03/2005 5 UNITED STATES FIRE INS CO 6102406953 11/17/2003 Until Cancelled 11/28/2005 $12,000.00 11/13/2003 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 3 Continental Western Ins Co CWP2913785 11/21/2010 11/21/2011 $1,000,000.00 11/19/2010 2 PHOENIX INS CO DTC08070M469PHX09 11/21 /2009 11/21/2010 $1,000,000.00 11 /17/2009 1 ALASKA NATIONAL INS CO 08KLS31184 11/21/2008 11/21/2009 $1,000,000.00 12/01/2008 Summons /Complaint Information Cause County Complaint Judgment Status Payment Paid By 09 -2. 32209 -1SEA PARAMOUNT SUPPLY CO InterPlead: No KING Date: 09/02/2009 Amount: $5,934.00 Bond(s): 52BSBDN1736 Date: Amount: $0.00 Dismissed Date: Amount: https://fortress.wa.gov/lni/bbip/Print.aspx 03/30/2011 WASHINGTON INDUSTRIAL INSURANCE STAfE FUND DEPARTMENT OF LABOR AND INDUSTRIES PO BOX 44144 Olympia WA 98504 -4144 Toll -free: 1 -800- 547 -8387 ..y ., .. .. ...... `. ... .: :Yi'Yaisiva " - EMP O ER:. '.This is `your:official'certificate;of;� industrialinsurance coverage. You are required bylaw topost both this: certificate' and: copies of the posters listed ..below. You will soon be. receiving 1 copy of each:'If you require additional copies, call Labor and Industries at 1- 800 -547 -8367. • Job Safety and Health Protection (available in Spanish) • Your Rights as a Worker o Family Care/Maternity o Notice to Employees WORKER: The employer named below is an insured policyholder with the Washington State Industrial Insurance Trust Fund. UBI* Location Policy Effective Date Employer *Your Unified Business Identifier is the only number you need when conducting business with the Washington state departments of Revenue, Licensing, Employment Security, Labor and Industries and the Office of the Secretary of State. F211- 141-000 (9/93) F625 -052 -000 (8/97) DEPARTMENT OF LABOR AND INDUSTRIES REGISTERED AS PROVIDED BY LAW AS CONST CONTR GENERAL REGIST. # EXP. DATE CCO1 SHINNMI060QP 11/19/2011 EFFECTIVE DATE 11/17/1994 SHINN MECHANICAL INC 18802 80 TH AVE SOUTH KENT WA 98032 B W King ounty Department of Natural Resources and Parks Solid Waste Division PLANNING APPROVED No changes can be made to these plans without approval from the Planning Division of DCD Approved By: Date: LAKE RECYCLING AND TRANSFER STATION SITE FACILITIES CONTRACT CONTRACT # C00405C09 Kirkland r r Qt 0 SEATTLE ercer, Nand Redmond CD Bellevue r✓ Lake Sammamish Tukwila CEDAR HILLS REGIONAL LANDFILL Renton DISPOSAL LOCATION Cedar BOW LAKE RECYCLING AND TRANSFER STATION PROJECT LOCATION Issaquah TACOM A DESIGNED Aub rn LOCATION MAP 1 Green Black Diamond 4I Enumclaw DRAWN VERIFY SCALE BAR IS ONE INCH ON ANSI "D" DRAWING 0 1" 6/25/10 IKS KRH ADDENDUM NO. 4 1 3/23/10 IKS KRH ADDENDUM NO. 2 0 1/8/10 IKS KRH ISSUED FOR PROPOSAL REV DATE CHK'D APP'D REVISION DESCRIPTION REVIEWED FOR CODE COMPLIANCE ADDDAVFD MAR 21 ` Uil AA, a City of Tu Ia BUILDING ' ' RION 41 —5 OFF —RAMP 0 . 1w 0 ammi .cc ORILLIA RD 1S' EXISTING BOW LAKE TRANSFER /F RECYCLING STATION PROJECT AREA VICINITY MAP A ding County Department of Natural Resources and Parks Solid Wash Division R An SAIC Company REVISIONS No che to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. SEPARATE PERMIT REQUIRED FOIE It Mechanical Elm Plumbing C 'tGas Pipino City of Tukwila BUILDING DIVISIO R.VV. Beck, Inc. 1001 Fourth Avenue, Suite 2500 Seattle, WA 98154 -1004 (206) 695 -4700 FILE COPY Permit No. 121 Plan review approval is subject to errors end omissions. Approval of construction documents does not authorize the viviolation of any adopted code or ordinance. Receipt of approved Firid Copy aid conditions isacknowiedgc,d: Dais -$/ city OflUk IIa BUILDING DIVISION DRAWING INDEX SHEET DESCRIPTION C081 Overall Site Plan C113 Civil Site Plan M101 Mechanical Plan M171 Vault Details KING COUNTY OFFICIALS: KI \G COUNTY EXECUTIVE DOW CO \STA \TINE COU \CIL NEvBERS KATHY LAMBERT LARRY PHILLIPS PETE V0\ REICHBAUER LARRY GOSSETT JANE HAGUE JULIA PATTERSO\ BOB FERGUSO\1 REAGA\ DUNN JAS DRAGO bkli-r 611 BOW LAKE RECYCLING AND TRANSFER STATION SITE FACILITIES CONTRACT COVER SHEET, VICINITY, AND LOCATION MAPS RECEIVED JAN �19 2O11 TUKWILA PUBLIC WORKS RECEIVED JAN 13 2011 PERMIT CENTER PROJECT NUMBER: C00405C09 OF: SHT. 1 619 DRAWING NUMBER: G011 z 0 i- 0 I— z 0 0 ce O LL F- 0 z I J U) 0 0 0 ct c LJ a LL! SECTION 35, TOWNSHIP 23N, RANGE 4E GENERAL NOTES 1. THE SITE WATER, WASTEWATER, AND SURFACE WATER SYSTEMS WILL BE CONSTRUCTED IN TWO PHASES -- MILESTONE 2 AND MILESTONE 3 -- TO PROVIDE FOR CONTINUOUS OPERATION DURING PROJECT CONSTRUCTION. MILESTONES AS NOTED ON INDIVIDUAL DRAWINGS. C111 SURFACE WATER SYSTEM EXISTING RETAINING WALL A C082 WATER SYSTEM C099 WASTEWATER SYSTEM C112 SURFACE WATER SYSTEM EXISTING RETAINING WALL EXISTING RETAINING WALL F C083 WATER SYSTEM C113 SURFACE WATER SYSTEM 2. THE SITE WATER SYSTEM IS LOCATED WITHIN THE HIGHLINE WATER DISTRICT. 3. THE SITE WASTEWATER AND SURFACE WATER SYSTEMS ARE LOCATED WITHIN THE CITY OF TUKWILA. 4. SEE DWGS C082 THRU C098 FOR THE SITE WATER SYSTEM. 5. SEE DWGS C099 THRU C110 FOR THE SITE WASTEWATER SYSTEM. 6. SEE DWGS C111 THRU C128 FOR THE SURFACE WATER SYSTEM. WEST SIDE RAINWATER VAULT SOUTH SCALE FACILITY AINING ALL L 'RECYCLE BLDG PW SOUTH c, PROCESSING AREA (SPA) EXISTING RETAINING WALL D RETAINING WALL K TRANSFER /TSO BUILDING FUTURE PROCESSING FACILITY AREA l \\ EXISTING RETAINING WALL E SO TRAILER YARD N) PIV\ FUTURE MAINTENANCE BUILDING s' FUELING FACILITY EAST SIDE RAINWATER VAULT CC�REWEwED Far A ��4MPLIgNCE ifMAR 21 2011 Oily of Tukwila BUILDING DIVISION n PROPERTY \ l LINE, TYP i TIRE WASH VAULT RETAINING WALL G C117 SURFACE WATER SYSTEM EXISTING RETAINING WALL C co 41 Cl, OW S SYST AT ' . STEM PLAN SITE UTILITY SYSTEMS SCALE: 1" = 100' Scale 100 200 Feet RECEIVED JAN 132011 PERMIT CENTER DESIGNED DRAWN 6/25/10 1/8/10 ADDENDUM NO. 4 IKS CHK'D ISSUED FOR PROPOSAL REVISION DESCRIPTION Department of Natural Resources and Parks Solid Waste Division R.W. Beck, Inc. 1001 Fourth Avenue, Suite 2500 Seattle, WA 98154 -1004 (206) 695 -4700 BOW LAKE RECYCLING AND TRANSFER STATION SITE FACILITIES CONTRACT PROJECT NUMBER: C00405C09 SHT. OF: An SAIC Company SITE UTILITY SYSTEMS AND KEY MAP DRAWING NUMBER: ISSUED FOR PROPOSAL - NOT FOR CONSTRUCTION EXISTING RETAINING WALL A SECTION 35, TOWNSHIP 23N, RANGE 4E GENERAL NOTES 1. EXISTING AND NEW SITE WATER AND WASTEWATER UTILITIES SHOWN FOR REFERENCE. FOR WATER AND WASTEWATER UTILITIES. SEE DWGS C082 THRU C098 AND C099 THRU n C110 RESPECTIVELY. %//////////////////////////////////////////////////////// 1/////////// / / / / / / / /// / / / / / / / / MA IAIIMiiiMAZAiiiiriMAMA iiiirsiir 41MIA iAMIZA IIIMIiArylr !Off rririiiiiiiiriiiiririiiiiriiriiiiiii to - -w —w— —w- w— 111M��r %'o I- -ME CB -7 w VFW Cl 1, EXISTING RETAINING WALL F —w— EXISTING 18 —INCH STORM DRAIN lI . - -- SD CB -75 WEST SIDE RAINWATER VAULT T ' W W J CB -76 ■ 275 oV 07 4ft.w" "*".111NOtkill1641101kItAilleittittANk* ► ., P .•. .• • . • • ► , • s • ' •s .• • • ' • •a . p ► a °' . s.• ,p ° • . ► p ► ° . ►. '► .° a R 4 . • • • • C 1 1 1 (ABOVE) C 1 1 1 exist _ftensitannewassanne 13 UTILITY KEY MAP SCALE: NTS ?P) WEST SIDE RAINWATER OO OVERFLOW /BYPASS MANHOLE TRANSFER /TSO BUILDING 2' 0 % 44 -----.191Awr4oWNI) ---.* Atibb- 0,/ """'"4"r4141"41W CONSTRUCTION LIMITS. TYP 2. SEE DWG C119 THRU C124 FOR SURFACE WATER SYSTEM PIPE PROFILES. 3. SEE DWG C128 FOR SURFACE WATER SYSTEM STRUCTURE SCHEDULE. EXISTING RETAINING WALL D EXISTING ELECTRICAL RETAINING WALL, TYP (f CB -12 O1 (EXISTING) SD, II CB -79 I MOM MIII•111111111•1••••••11111111.1M111•• NM= MATCH LNE - SEE DWG C116 PLAN SURFACE WATER SYSTEM SCALE: 1" = 20' DESIGNED JC IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII DRAWN CW 6/25/10 IKS KRH ADDENDUM NO. 4 VERIFY SCALE 1 BAR IS ONE INCH ON 0 1/8/10 IKS KRH ISSUED FOR PROPOSAL ANSI "D" DRAWING 0 1 " REV DATE CHK'D APP'D REVISION DESCRIPTION i r,c) Jigs 40400, NPA LOADING DOCK King County Department. of Natural Resources and Parks Solid Wash Division CB -80 SD CB -82 REVIgi k FOR CODE COMPLIANCE AlmonivED MAR 1 2J1 City of Tukwila BUILDING DIVISION 1 An SAIC Company EXISTING 18 —INCH STORM DRAIN I / 20 1"=20'-0" EXISTING / RETAINING WALL C 20 40 Scale R.W. Beck, Inc. 1001 Fourth Avenue, Suite 2500 Seattle, WA 98154 -1004 (206) 695 -4700 Feet GENERAL NOTES INSTALL NEW ADJUSTMENT RINGS, FRAMES AND GRATES WITHIN GUTTER OF ROAD A PER DETAIL 7 ON C125 AND APPENDIX A -3 OF THE PROJECT SPECIFICATIONS (TOTAL COUNT OF 16). ALL OTHER EXISTING STORM DRAIN INLETS AND COVERS WITHIN PAVED AREAS OF ROAD A AND THE COMPACTOR BAY MANEUVERING AREA TO BE SET AT FINAL GRADE. SEE APPENDIX A-3 OF THE PROJECT SPECIFICATIONS FOR STANDARD DETAILS APPLICABLE TO THE SURFACE WATER SYSTEM DRAWINGS. INLET GRATES ARE TO BE INSTALLED WITHIN ROLLED CURB PER DETAIL 7 -020 IN APPENDIX A -3 UNLESS INDICATED OTHERWISE. 6. INSTALL DETEC : MAR G TAPE DIRECTLY ABOVE STORM DRAIN PIPE PER SPECIFICATION SECTION 33 1000 — WATER UTILITIES. 7. USE HDPE STORM DRAIN PIPE WHERE STORM DRAIN IS THROUGH OR UNDERLAIN BY REFUSE. EXTEND HDPE STORM DRAIN PIPE 6 INCHES INTO ALL CATCH BASINS WITHIN REFUSE AREAS. 8. WHERE STORM DRAIN CROSSES OVER A WATER LINE OFFSET ALL STORM DRAIN JOINTS AT LEAST 5' HORIZONTALLY FROM CENTER OF WATER LINE. 9. ELECTRICAL CONDUIT LOCATIONS SHOWN ONLY FOR MAJOR RUNS. SEE DWGS E030 AND E031 FOR ALL ELECTRICAL CONDUIT LOCATIONS. 10. SEE DWG C128 FOR CATCH BASIN CENTER OF STRUCTURE NORTHINGS AND EASTINGS. CONTRACTOR TO LOCATE GRATE TO ENSURE PROPER SURFACE DRAINAGE. 11 MOVE THE EXISTING ROLLED CURB FRAMES AND GRATES ALONG ROAD A (TOTAL COUNT OF 16). REUSE THESE MATERIALS WITHIN OTHER ROLLED CURB SECTIONS OF PROJECT. b\1O ll e KEYED NOTES O1 CONNECT NEW STORM DRAIN TO EXISTING SYSTEM. :ii:; SEE DWG M101 FOR INFORMATION ON RAINWATER HARVEST SYSTEM. O SEE PROFILE SD —V ON DWG C123. KI' SEE PROFILE SD —W ON DWG C123. O SEE PROFILE SD —X ON DWG C123. O SEE PROFILE SD —A ON DWG C119. Ki CONSTRUCT THIS PORTION OF STORM DRAIN SYSTEM AS PART OF MILESTONE 2 WORK. RETROFIT EXISTING CATCH BASIN WITH FALL RESTRAINT SYSTEM PER SPECIFICATION 05 5000 — MISCELLANEOUS METAL FABRICATIONS. WALL L FOOTING DRAIN CONNECTION, 17 LF 4" DIA DRAIN. NO WALL PENETRATION REQUIRED. FROM WALL DRAIN LOW POINT AT APPROX IE= 264.46, ROUTE TO CB -73 AT SLOPE =1.5 %, USING ONE (1) HORIZ 45° FITTING. SEE PROFILE SD —A, DWG C119 FOR CONNECTION IE. 10 NPA LOADING DOCK SOUTH WALL FOOTING DRAIN CONNECTION, 18 LF 4" DIA DRAIN. VERTICAL PENETRATION OF WALL FOOTING (SEE DETAIL 4, DWG S013), DROP TO APPROX IE= 263.85. ROUTE TO CB -82 AT SLOPE =1.6 %. SEE PROFILE SD —X, DWG C123 FOR CONNECTION IE. 11 NPA LOADING DOCK NORTH WALL FOOTING DRAIN CONNECTION, 13 LF 4" DIA DRAIN. VERTICAL PENETRATION OF WALL FOOTING RECEIVED( DETAIL 4, DWG SO13) AT APPROX IE= 263.85. ROUTE TO JAN 13 'Thu CB -81 AT SLOPE =3.2 %, USING ONE (1) HORIZ 90° FITTING SO THAT DRAIN PIPE ENTERS THE WEST SIDE OF CB. SEE PERMITCENTER PROFILE SD —X, DWG C123 FOR CONNECTION IE. BOW LAKE RECYCLING AND TRANSFER STATION SITE FACILITIES CONTRACT SURFACE WATER SYSTEM PLAN PROJECT NUMBER: C00405C09 SHT. 103 DRAWING NUMBER: OF: 619 C 1 1 3 z 0 F- 0 ;- (/) z 0 U ct 0 LL F- 0 z —J I C!') 0 0 0 LL 0 C) u) CONNECT TOE STORM MANHOLE IE = 265.65 8„ CO IE- 251.89 WEST SIDE RAINW�9ZER yA\tULT J1 1 ME \—CB -76 WEST SIDE RAINWATER OVERFLOW /BYPASS MANHOLE E 8" IE = 269.2 S8 "IE =266.4 W 8" IE 66." OVERFLOW) RIM =27,.1 —CO III TYPE 2 : — �>:" DIA; KCRS FIG 7 -005 IE = 270.34 W/ o ING r N FRAME AND COVER; ' � .. (_i 2 - �' 14 ��. � K FIGS 02 D 7 -023, SOLID .1.111.11111111111 < .L. - — CA ��.�� 4..0 �o�� ��--- w�= r 7 ∎.w��.�w1P.9 �R • gem :� F A•U•■U■► n 1111 111 EMOIMMEINEN ZIREEP 6 "H D -1 W/ 3" VENT DRIP UNDER FOOTING TO DRAIN POC — FOUNDATION D SEE DWG S103 RAINS SUF 13" VENT - SUF 4" BACKWATER VALVE W/ CO EXTENSION 401 SUF CO IE = 268.44 DRAINAGE PLAN - WEST LEVEL 1 FOUNDATION TRANSFER BUILDING & MECHANICAL SCALE: 1/16" = 1' -0" REVIEWED FOR CODE COMPLIANCE APDDAVED MAR 21 2011 1 City of Tukwila BUILDING I11VISION 5 0 10 20 30 40 Scale RECEIVED JAN 13 2011 PERMIT CENTER RM NO RM NAME C01 COMPACTOR BAY CO1A COMPACTOR BAY EXTENSION CO2 TOP LOAD BAY CO3 VESTIBULE C04 ELEVATOR MACHINE ROOM C05 ELECTRICAL C06 MECHANICAL C07 UNISEX TOILET 1 C08 UNISEX TOILET 2 C09 BREAK ROOM C10 STORAGE DESIGNED VERIFY SCALE BAR IS ONE INCH ON 0 ANSI "D" DRAWING 0 1" REV ADDENDUM NO. 4 ADDENDUM NO. 3 ISSUED FOR PROPOSAL DATE CHK'D APP'D REVISION DESCRIPTION King County Department of Natural Resources and Parks Solid Waste Division LNS ENGINEERS, INC. 7713 PIONEER WAY • SUITE C GIG HARBOR, WASHINGTON 98335 PHONE: 253.851.5175 BOW LAKE RECYCLING AND TRANSFER STATION SITE FACILITIES CONTRACT TRANSFER /TS0 BUILDING COMPACTOR LEVEL /TIPPING /RECIEVING LEVEL DRAINAGE PLAN — WEST PROJECT NUMBER: C00405C09 SHT. OF: 464 DRAWING NUMBER: z 0 0 v J z 0 0 0 L.L H- O z 1 0 0.. 0 a_ 0 L.L 0 C M171 0 CHANNEL BASE TO VACTOR CLEANOUT AREA VACTOR CLEANOUT AREA +6" 6" RW „ ACCESS LADDER (TYP OF 2) EAST SIDE RAINWATER VAULT - BASE A LEVEL 1 M102 SCALE: 1/4" = 1' -0" CHANNEL BASE TO VACTOR CLEANOUT AREA 0" 0 VACTOR CLEANOUT AREA +6" -• +6" RW 0" • WEST SIDE RAINWATER VAULT - BASE E LEVEL 1 SCALE: 1 /4" = 1' -0" DESIGNED LNS M 10jj 8" ACCESS LADDER (TYP OF 2) NOTE: VAULT ROOF STRUCTURAL LOAD CRITERIA - AASHTO HS20 - 45,000 LBS POINT LOAD (FIRE TRUCK OUTRIGGER) 20' -O" 12" HAN DHOLE 42 "x96" DOUBLE LEAF HINGED DOOR 36 "x36" HINGED DOOR 12" HANDHOLE 12' -8" r- 36 "x36" HINGED DOOR 6' -8" V TYPE 1 GUARDRAIL W/ BASE PLATE EAST SIDE RAINWATER VAULT - LID LEVEL 1 SCALE: 1 /4" = 1' -0" NOTE: VAULT ROOF STRUCTURAL LOAD CRITERIA - AASHTO HS20 - 45,000 LBS POINT LOAD (FIRE TRUCK OUTRIGGER) 20'_0" 12" HAN DHOLE r 42 "x96" DOUBLE LEAF HINGED DOOR 36 "x36 HINGED DOOR 12" HANDHOLE 12' -8" r 36 "x36" HINGED DOOR 6' -8" WEST SIDE RAINWATER VAULT - LID LEVEL 1 SCALE: 1 /4" = 1' -0" F M101 DRAWN NBD VERIFY SCALE BAR IS ONE INCH ON ANSI "D" DRAWING 0 1" 2 6/25/10 1 3/30/10 0 1/8/10 REV DATE JAR LNS ADDENDUM NO. 4 JAR LNS ADDENDUM NO. 3 JAR LNS CHK'D APP'D ISSUED FOR PROPOSAL REVISION DESCRIPTION TOP OF VAULT AT 96 "X42" DOUBLE LEAF HINGED DOOR W/ CONFINED SPACE LOCKING PROVISIONS FINISH GRADE 272.70 MAXIMUM OPERATING WATER LEVEL 266.0 BOTTOM OF VAULT 260.38 GUARD RAIL SCREEN PULL ..... ............................... .:.::......................•.. . ... ... .. 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FINISH GRADE 272.5 TOP OF VAULT 271.0 MAXIMUM OPERATING WATER LEVEL 266.0 BOTTOM OF VAULT 260.38 96 "X42" DOUBLE LEAF HINGED DOOR W/ CONFINED SPACE LOCKING PROVISIONS ..... ........■■■..■................. a i 0000m.00 ■∎ 0017/ s� .off∎∎MU.c ■■•■■■■■•■•■....VM0000000000" . ..............■...■............ :■....... ............................... ■■■•■■■■■■■■•■•■•■■••■■•■••■•••■■•.. .................... ............... ............ , WAWA .................. . ro....0.000.p.. 000 nn� WAWA... .. n. n...... ............................. c ... . . . . . .. .. . WAWA.. .. WAWA. , WAWA.. -................. WAWA... ...................... ........................ WAWA. SCREEN PULL FRAME 1/2" MESH 12 GAUGE - STAINLESS STEEL SCREEN W/ STAINLESS STEEL U- CHANNEL TRACK 6 "RWS IE = 252.25 WEST SIDE RAINWATER VAULT - SECTION LEVEL 1 SCALE: 1 /4 = 1' -0" Kind County Department of Natural Resources and Parks Solid Waste Division LNS 36 "X36" HINGED DOOR W/ CONFINED SPACE LOCKING PROVISIONS 12" HANDHOLE BEHIND RAINWATER VAULT ISOLATION VALVE W/ OPERATOR EXTENSION TO FINISH GRADE OPERATING WATER LEVEL 266.0 ACCESS LADDER II 8 " RW 6 "RWS I IE = 252.25 BOTTOM OF SUMP 254.38 IE = 266.2 -" IE = 266.9 OVERFLOW --� BYPASS MANHOLE EAST SIDE RAINWATER VAULT - SECTION LEVEL 1 SCALE: 1 /4" = 1' -0" 36 "X36" HINGED DOOR W/ CONFINED SPACE LOCKING PROVISIONS 12" HANDHOLE BEHIND W/ EXTENSIONS TO GRADE REVIEWED FOR---' CODE COMPLIANCE A DDQn VIRD MAR 212Di1 City of Tukwila BUILDING rnvisioN D M171 RAINWATER VAULT ISOLATION VALVE W/ OPERATOR EXTENSION TO FINISH GRADE 273± MAXIMUM OPERATING WATER LEVEL 266.0 ACCESS LADDER RW BOTTOM OF SUMP 254.38 LNS ENGINEERS, INC. 771 3 PIONEER WAY • SUITE C GIG HARBOR, WASHINGTON 9B335 PHONE: 253.851.5175 II �a IE = 266.2 —�' OVERFLOW IE = 266.9 ,� OVERFLOW -� BYPASS MANHOLE WEST SIDE RAINWATER VAULT - SECTION LEVEL 1 SCALE: 1 /4" = 1' -0" BOW LAKE RECYCLING AND TRANSFER STATION SITE FACILITIES CONTRACT TRANSFER /TSO BUILDING RAINWATER VAULTS RECEIVED JAN 13 2011 PER ITCENTER PROJECT NUMBER: C00405C09 SHT. 521 DRAWING NUMBER: OF: 619 M171 z 0 U z 0 U 0 U- F- 0 z I J (J) 0 0 0 c 0 0 U- W