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HomeMy WebLinkAboutPermit D11-013 - KING COUNTY - BOW LAKE - TIRE WASH VAULTBOW LAKE TIRE WASH VAULT 18800 ORILLIA RD S Dl 1 -013 City o*Tukwila 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 - TIRE WASH VAULT Permit Number: D11 -013 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 , BELLEVUE 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 TIRE WASH VAULT 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: $68,845.00 Fees Collected: $1,907.12 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 -013 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. End Time: Fill 0 c.y. Start Time: End 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 I hereby certify that I have read and examined this governing this work will be complied with, whethe 9' pecified herein or not. Date: Public: Non - Profit: N Public: rmit and know the same to be true and correct. All provisions of law and ordinances 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: /Sc Date: 3/30// Print Name: cJCZL 06 741 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: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 2: ** *BUILDING DEPARTMENT CONDITIONS * ** 3: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 4: 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. 5: 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. 6: 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. doc: IBC -7/10 D11-013 Printed: 03 -30 -2011 7: A final report documenting required spec_ nspections and correction of any discrepant noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 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 D11-013 Printed: 03 -30 -2011 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 httd://www.ci.tukwila.wa.us Building Permit No. D t k D (31 Mechanical Permit No. Plumbing /Gas Permit No. Public Works Permit No. Project No. ` ©9 (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 Site Address: 18800 Orillia Rd. S, Tukwila, WA 98188 Tenant Name: King Co Assessor's Tax No.: 3523049037 Suite Number: Floor: New Tenant: ❑ Yes I..No King County Dept. of Natural Resources - Solid Waste Property Owners Name: King County Department of Natural Resources - Solid Waste Mailing Address: 201 S Jackson St., Suite 701 Seattle City State 98104 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 Contact Person: Jake Smith E -Mail Address: fakes @shinnmech.com Contractor Registration Number: SHINNM1060QP Kent City State Day Telephone: (425) 204 -3952 Fax Number: (425) 203 -9801 98032 Zip 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 E -Mail Address: khufnagel @rwbeck.com Seattle City State Day Telephone: (206) 695 -4700 Fax Number: (206) 695 -4701 98154 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 O tBUII:DINGPERMIT INFORIVIATIOW206 431`{3670 Valuation of Project (contractor's bid price): $ 68,845.00 Existing Building Valuation: $ Scope of Work (please provide detailed information): Furnish and install (1) pre -cast Tire Wash Vault 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. Will there be new rack storage? ❑ Yes O.. No If yes, a separate permit and plan submittal will be required. P ovidefAThBuJlding Areas'mSqua e F otageBelow 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 11" 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 \7 -2010 - Permit Application.doc Revised: 7 -2010 bh Page 2 of 6 xis P r: no A di$o EiRng S .trcu k i;u TYe°� IC��IC Occupny p et V Floor, 2E1& o ."3'tFloor' aFlikrs thru y t Basemerit" .Accessory Structure* s' tfached arage DeisehedcgG��arage FAttachedlCarpo t ' , 1Detachei Carport] s� A> Co"veredtDeck iJncoveredrDeck r,' 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 11" 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 \7 -2010 - Permit Application.doc Revised: 7 -2010 bh Page 2 of 6 • PERMIT APPLICA�TIONNOTES Appl�cablto per mits"iin this appL atlo VASISAMIWMIMM .: a Eris .. Sfa •,:. 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 AUTHORIZ AGENT: Signature: Print Name: Jake Smith Mailing Address: 18802 80th Ave. S Date: January 13, 2011 Day Telephone: (425) 204 -3952 Kent City WA 98032 State Zip Date Application Accepted: Date Application Expires: Staff Initials: H:Wpplications\Fomts- Applications On Line\2010 Application:0-2010 - 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 -013 Address: 18800 ORILLIA RD S TUKW Status: APPROVED Suite No: Applied Date: 01/13/2011 Applicant: BOW LAKE - TIRE WASH VAULT Issue Date: Receipt No.: R11 -00626 Initials: User ID: TLS 1670 Payment Amount: $1,157.60 Payment Date: 03/30/2011 02:17 PM Balance: $0.00 Payee: SHINN MECHANICAL TRANSACTION LIST: Type Method Descriptio Amount Payment Check 034180 1,157.60 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES 000.322.100 STATE BUILDING SURCHARGE 640.237.114 Total: $1,157.60 1,153.10 4.50 doc: Receiot -06 Printed: 03 -30 -2011 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: D11-013 Address: 18800 ORILLIA RD S TUKW Status: PENDING Suite No: Applied Date: 01/13/2011 Applicant: BOW LAKE - TIRE WASH VAULT Issue Date: Receipt No.: R11 -00074 Initials: User ID: WER 1655 Payment Amount: $749.52 Payment Date: 01/13/2011 01:57 PM Balance: $1,157.60 Payee: SHINN MECHANICAL TRANSACTION LIST: Type Method Descriptio Amount Payment Check 033796 749.52 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 749.52 Total: $749.52 doc: Receiot -06 Printed: 01 -13 -2011 • • • • • -.INSPECTION RECORD J 'Retain a copy with permit • INSP CTI0N.N0. , • PERMIT NO. ..CITY' OFTUKWILA BUILDING DIVISION 6300:Southcerti& Blud., #100, Tukwila. WA 98188 f, (206) 431 -3670 Permit Inspection•Request Line (206) 431 -2451 aD Project: • • .. .43 ,, k:n-', Type of Inspectipn: V i 1,11) I Cis/At.); -I to ?re ;e,As 1 'IN) 6, 0pv4,c Address:" •• . :1.6860 Lj•t %1 U t vfj CI 3 Date Called: 6t•w Special Instructions: • . • Date Wanted:. —30 —lZ OS. p.m. Requester: 1,,; VI l."ir~ Phone No: • pproved, per applicable codes. aCorrections required prior to approval. COMMENTS: _:: .... - . () Cis/At.); -I to ?re ;e,As 1 'IN) 6, 0pv4,c e) c o bT-t u..i t-, -t A: t.,) 6t•w evutPP,Q -ie ,pec,K I tacit -Atlfma°1 a--. Qa'a - '�u.ic( Al to 1,..,,— ,A t,Ji,l —Re614-1-- • '`fie /4%4 e.er lddc /,,pq/ • • Insp Date: 7 SPECTION FEE REQUI D. Pri • to next inspection, fee must be at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ..p 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 Permit Inspection Request Line (206) 431 -2451 zLb Project: tlj LAV Type of Inspection: ,fr 4 i Address: c • 1 4680 o It. QltLb'w Rn Date Called: Special Instructions: (ii2E, ( S \JAU1.1- Date Wanted: .m,) •- 2 7- 17 p.m. ReSster: Req ster: LI3A1-t . - Phone .2... o. 2 5 5- Sc-tot r( V1n i 00 r-1 - 4;4r( Approved per applicable codes. El Corrections required prior to approval. • COMMENTS:. t ii.? i=11 i 1-,04 le c - kJ 44. d4 .Tr a - SIP Pff-ri r( V1n i 00 r-1 - 4;4r( s) . Pi. Oct 17c (L) P .r ic-f2 r !''f.,fi 1 - i.i f {t C l nspec or: Date:/ 2.712 INSP CTION FEE REQUIRD. Prior tdnext inspection. fee must be d a 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. • INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 112— 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: (b o - LAS Type of Inspectio , '-�t AA 13N 1614 ( 1 Address: 1 " ; 4 7 0 0 '©t\'t..4Of R() Date Called: , Special I ructions: Date Wanted: jj �'Z.v -L l a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. 1" COMMENTS: O ?r e +- Ab 4 ' zor A4 410 W L /sit ep b1 F k 0 • F3) y c t e / Inspe a Date: .tnnAA-1 7-713— 1 ) REINSPECTION FEE EQUIRED. Priof o inspection. fee must be 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Re • No.: 'Date: 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 Permit Inspection Request Line (206) 431 -2451 011 -O 3 Project: tOu) 1-. Type of Inspection: 4w ct il 1 Address: ($1B0O Oti((rq Rot Date Called: f Id /I Special Instructions: . Date Wanted: . Ck4�ft a.m. p.m. Requester: Phone No: Approved per applicable codes. a Corrections required prior to approval. COMMENTS: Inspector: Pp Date:s' 110" ri REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. • This is to certify that the quality control procedures of = A L7il -Oit -b i t —Oa but -0 3 Granite Precasting £r 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. �nPCw CERTIFIED PLANT % , Dan T. T. Houk, Chairman of the Board Ty E. Gable, NPCA President CITY ORt. . 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 GRANITE EoRILIME 4116 BAKERVIEW SPUR • BEWNGHAM, WA 98226 • (360) 671 -2251 • 1- 800 -808 -2251 • FAX: (360) 671 -0780 • .._._:'? �.u61�Y'. t Sete�3OlLti8J: f 1. _.. •�_ .. 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 property 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: 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: Il 3/15/11 QC Manager Must receive signed approval before proceeding to pouring. Concrete Strength Test Report a Project Shinn East R Job # P-A, EW Client Report # 4 Contractor Date Molded 3/15/11 Supplier Granite Precast & Conc. Date Received strength Hequtrea fan Dave 7000 Slump 5 Quantity 6 -Cyl Air Content 5 % Air Temp 50 ° Unit Weight 143.6 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 >- 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 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 JOB TITLE: FEDERAL AID NO.: CONTRACTOR: GRANITE PRECASTING & CONCRETE, INC. PRE -POUR INSPECTION REPORT OS tai AA En.-r. CONTRACT NO.: P -C EW P.O. NO.: 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 pine 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: 1TIME: 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 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 ,7,,,,4 n 2 Job # P -C EW Client Report # 4 Contractor Date Molded 3/14/11 Supplier Granite Precast & Conc. Date Received strength KeguIred Dave 7000 Slump p 51/2 " Quantity 6 - CyI Air Content 5.6 % Air Temp 52 ° Unit Weight 144.8 Mix Temp 67 ° Water Required Time Batched 4:24 PM Other Time Sam Ied 4:29 PM Max Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks 1- East31411 31411P 1 3/15/11 67810 5396 1 71230 5668 1 Day Average 5532 7 3/21/11 81920 6522 7 3/21/11 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 Copies to: Submitted By: 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 PROJECT: DWG /DOC REF #: BATCH# MIX . DATE: ITIME:. 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 specs PREPOUR APPROVAL BY: (40 \ 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 Kegrrrea §)28 Dave 7000 Slump 28 ° Quantity 8 - Cyl Air Content 5.5 % Air Temp 51 ° Unit Weight 144.2 Mix Temp 65 ° Water Required Time Batched 1:40 PM Other Time Sameled 1:45 PM ,Max Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks i- 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 I Comments Copies to: Submitted By: Granite Precast & Concrete, Inc. iL, QC Manager GRANITE PRECASTING & CONCRETE, INC. PRE -POUR INSPECTION REPORT JOB TITLE: Shinn East R 0 CONTRACT NO.: P -A FEDERAL AD 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 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: TIME: APPROVED BY: TESTING REQUIRED: YES f NO f 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: 3/11/11 QC Manager Must receive signed approval before proceeding to pouring. to 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 trengtn Kequirea 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 Sam led 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 8112 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: (inn 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: ITIME: 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 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 3trengtn rtequirea 02e Dave 7000 Slump 28 " Quantity 6 CyI Air Content 5.8 % Air Temp 46 ° Unit Weight 144.2 Mix Temp 63 ° Water Required Time Batched 5:13 PM Other Time Sam Ied 5:18 PM Max Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks I 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 1 Copies to: Submitted By: I 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 bater and/or skew angles (make sure form is square). ✓ 4. Check key way alignment. 5. Check form for any deformities or areas that may need extra support. ✓ 8. 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 1 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. 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. Notes: J bar spacing and clearance within specs PREPOUR APPROVAL BY: 1c Date: 3/8/11 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 Istrength Auirea 11028 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 Sam led 3:30 PM Mix DeslgnAltached? 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 112728 8975 28 Day Average 9058 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector Comments 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 -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 fonns 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 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: ITIME: APPROVED BY: TESTING REQUIRED: YES I NO I 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 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: r 4/1 1 QC Manager Must receive signed approval before proceeding to pouring. Concrete Stren Project Shinn East R .. Job # - -- - - - P -E Client Report # 4 Contractor Date Molded 4/11/11 PM Su. slier Granite Precast & Conc. 7000 Date Received Slump 51/2" Quantit 6 - CyI Air Content 5.8 % Air Temp 48 ° Unit Weight 144.6 Mix Tem • 71 ° Water Re. uired Time Batched 4:06 PM Other Time Sam ted 4:11 PM Max Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks S- ER41111 41111P 1 64320 5121 t 4/12/11 63616 5065 1 Da Avera . e 5093 7 4/18/11 86023 6849 7 4/18/11 84566 6735 7 Da Avera.e 6792 28 5/9/11 104250 8296 28 5/9/11 104690 8331 28 Da Avera • e 8314 Reinforcement Ins • ection S • eciment Size -- — 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 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 damps 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 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 horizonlal 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: 4113111 Title: QC Manager Must receive signed approval before proceeding to pourin Concrete Stren Pro'ect Contractor Date Molded 4/13/11 PM Sub 'tier Granite . Conc. Precast 7000 Date Received Slump 5 " Quantity Air Temp Unit Weight Mix Temp 68 Water Required Time Batched Other :Time Sam led Aax bes, n Reached? Total Lbs Specimen Number Lab Number Age days Date Tested Compressive Strength Remarks SER41311 ' 41311P 1 4113111 68603 1 4/13/11 65500 1 Day Average 7 4/20/11 81890 1 7 4/20/11 83035 6611 7 Day Average 281 5/11/11 l 95946 7639 28 5/11111 ( 7684 28 Da Average Speciment Size .. Reinforcement Inspection 4X8 Conforms Test Reference: ASTM C31. C39 Attachmen Inspector I Comments — -- Copies to: Submitted By: Granite Precast & Concrete, Inc. QC Manager Concrete Strength Test Report Project Shinn East R Job # P -D, P -Eew Client Report # 4 Contractor Date Molded 4/12/11 PM Su her Granite Precast & Conc. .. _ Date Received '°° ' • reng eq rem__ j2a Oliva 7000 Slump 5 3/4 " Quantity 6 • Cyi Air Content 5.6 % Air Temp 55 ° Unit Weight 144.8 Mix Temp 68 ° Water Required Other Time Batched 5:19 PM Time Sam led 5:24 PM fax o_ esign ALlach_ed ?_ 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 l 83285 6631 7 4/19/11 83549 6652 7 Day Average 6642 28 • 5/10/11 98410 7831 • 28 5110/11 93850 7468 28 Da Average 7650 Reinforcement inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector 1 Comments Copies to: Submitted By: I Granite Precast & Concrete, Inc. QC Manager 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 STRUCTURE# CHECK FORMS 1. Verify fors 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 fonn 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 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 lining hardware. HJ 6. Check that all bolts. pins. and wedges are tight. 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. ength 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 .1tretigtn Requires Days 6500 Slump 5 3!4 " fro Quantity 6 - CyI 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 5:24 PM Max Design Attached? Specimen Number Lab Number 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 Comments Th Copies to: Submitted By: 1 Granite Precast & Concrete, inc. QC Manager GRANITE PRECASTING & CONCRETE, INC. 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 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 re bar.) 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: ITIME: 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 dearance within spec PREPOUR APPROVAL BY: Date: 4/11/11 Title: QC Manager Must receive signed approval before proceeding to pouring. Concrete Strength Test Report Project Shinn Tire W. Job # P -F baffle T Client Report # 4 Contractor Date Molded 4/11111 PM Supplier Granite Precast & Conc. Date Received Strength ltequtred 028 Dave 7000 Slump 5 1/2 " 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 1 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. 0 CONTRACT NO.: P -E FEDERAL AID NO.: P.O. NO.: CONTRACTOR: SPECIFIC STRUCTURE# CHECK FORMS i. Verify form dimensions comply with dimensions fisted 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 Project Information/Pre -pour Form Approval Tag (see sample below) HJ PROJECT: DWG/DOC REF #: BATCH# MIX DATE: !TIME: 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 bolls, pins, and wedges are tight. HJ Notes: 'bar spacing and clearance within spec PREPOUR APPROVAL BY: Date: Title: 4/11111 QC Manager Must receive signed approval before proceeding to pouring. trength 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 trengtn Kegwrect 2e nays 7000 Slump 5 112 " Quantity 6 - Cyi 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 Comments n 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 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: ITIME: 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. 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 6. 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: 4/11111 QC Manager Must receive signed approval before proceeding to pouring. Concrete 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 Strength R(equired gja Bava 7000 Slump 5 1/2 " 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 S tire41111 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: I Granite Precast & Concrete, Inc. oaf 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 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 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 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 8. Check that all bolts, pins, and wedges are tight. HJ Notes: bar spacing and clearance within spec PREPOUR APPROVAL BY: ( a Date: 4/5111 Title: QC Manager Must receive signed approval before proceeding to pouring. Project Client Shinn Tire W Contractor Concrete Strength Test Report P -F #4 4/8/11 PM Job # Report Date Molded Granite Precast & Conc. Supplier 'Strength Kequf red X28 Dava Quantity 7000 Date Received Slump Air Temp 6 - Cyl 50 ° Air Content Unit Weight 51/2" 5.6% 144.6 Mix Temp 71° Water Required Time Batched 5:50 PM Other Time r 5 Id Sam e Specimen Lab Number Number Shinn T4811 4811P 5:55 PM Age days Date Tested Max Design Attached? Total Lbs Compressive Strength Remarks 1 4/9/11 69343 5521 1 4/9/11 70173 5587 7 1 Day Average 4/15/11 5554 83160 6621 7 4/15/11 82885 6599 28 7 Day Average 5/6/11 6610 96862 7712 28 5/6/11 98548 7687 28 Day Average 7700 Reinforcement Inspection Conforms Attachment 4X8 Test Reference: ASTM C31, C39 Inspector 1 Speclment Size Comments Copies to: Submitted By: Granite Precast & Concrete, Inc. 4 GRANITE PRECASTING & CONCRETE, INC. PRE -POUR INSPECTION REPORT JOB TITLE: Shinn Tire W. 0 CONTRACT NO.: P -G 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 #: BATCI-I# MIX DATE: • ITIME: 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 within spec PREPOUR APPROVAL BY: Date: Title: 4/7/11 QC Manager Must receive signed approval before proceeding to pouring. Concrete Strength Test Report Project Shinn Tire W. Job # P -G Client Report # 4 Contractor Date Molded 417/11 PM Supplier Granite Precast & Conc. Date Received '8trengbi rcequireu p2e 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 3hInnT4711 4711P 1 4/8/11 88230 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 5/5/11 94363 7513 28 Day Average 7568 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector Comments lr1 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 -H,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 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 within spec PREPOUR APPROVAL BY: \J' ).� Date: 3/30111 Title: QC Manager Must receive signed approval before proceeding to pouring. rength Test Report Project Shinn Tire W. Job # P -H,EW Client Report # 6 Contractor Date Molded 3/30/11 PM Su lier reng equ Dgys Granite Precast & Conc. Date Received 7000 Slump 27 1/2 " 028 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 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 4/6/11 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 1 Comments Copies : 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 -H 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 ProJeot Information/Pre -pour Form Approval Tag (see sample below) HJ Notes: PROJECT: DWG /DOC REF #: BATCH# MIX DATE: ITIME: 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 tight. HJ Notes: bar spacing and clearance within specs PREPOUR APPROVAL BY: Date: 3/29/11 Title: QC Manager Must 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 wintered 028 Dave 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 Sam Specimen Number led Lab Number 3:15 Age days PM Date Tested Max Desi' n Attached? 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 1 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. 0 CONTRACT NO.: P -A , EW 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 forme have been properly prepared (cleaned and oiled - form oil Is to never come into contacl 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 Project Information/Pre -pour Fomi Approval Tag (see sample below) HJ Notes: PROJECT: DWG/DOC REF #: BATCH# MIX DATE: ITIME: APPROVED BY: TESTING REQUIRED: YES t NO t 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. Hi 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: 3/18/11 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 3118/11 AM S u ' • lier Granite Precast & Conc. Date Received reng qi re §28 goys ...... s 7000 ._.._ Slump 6 �� Quantity 6 - CyI 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 Max Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks .- Tfre31811 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 1 Comments R Copies to: Submitted By: 1 Granite Precast & Concrete, Inc. 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 Protect Information /Pre -pour Form Approval Tag (see sample below) HJ Notes: PROJECT: DWG /DOC REF #: BATCH# MIX DATE; [ME: APPROVED BY: TESTING REQUIRED: YES I NO i 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 6. 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: 3/17/11 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 trengtn Kequlrea 028 Dava 7000 Slump 26 1/2 " Quantity 6-Cyl Air Content 5 % Air Temp 52 ° Unit Weight 144.8 Mix Temp 64 ° Water Required Time Batched 2 :01 PM Other Time Sampled 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: Granite Precast & Concrete, 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 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 steal 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: 3/16/11 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 'trength Required 028 Dave 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 Sam led 11:05 AM Max DeslgnAttached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks >- 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 _ p Copies to: Submitted By: Granite Precast & Concrete, Inc. Cu 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 cornply with dimensions listed on approved shop drawings. HJ 2. Check that forms have been properly prepared (cieaned 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 6. 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: ITIME: 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 within specs PREPOUR APPROVAL BY: Date: Title: 3/11/11 QC 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 Strength Requfrea an Days 7000 Slump 4 3/4 " Quantity 6 - CyI Alr Content 5 % Air Temp 61 ° Unit Weight 145 Mix Temp 81 ° 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 70425 5607 1 3/14/11 69535 5536 1 Day Average 5572 7 3/18/11 87255 6947 7 3/18111 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 1 Comments Copies to: Submitted By: I Granite Precast & Concrete, Inc. 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 Notes: PROJECT: DWGIDOC REF #: BATCH# MIX DATE: ITIME: 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. Verity if spacers are to be attached to the vertical or horizontal bars. NJ 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 alt bolls, pins, and wedges are tight. HJ Notes: bar spacing and clearance within spec PREPOUR APPROVAL BY: Date: Title: 318111 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 stIengm Kequireu 8212$ Dave 7000 Slump 28 " 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 1 Comments (\ Copies to: Submitted By: 1 Concrete, Inc, Granite Precast & QC Manager 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: ITIME: APPROVED BY: TESTING REQUIRED: YES t 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 PREPOUR APPROVAL BY: Date: 3/7/11 Title: 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 Kequirect a2a DayB 7000 Slump 27 " Quantity 6 -CyI 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 Attachment Inspector Comments Copies to: Submitted By: 1 Granite Precast & Concrete, Inc. Xl 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 i. 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 bater andlor skew angles (make sure form is square). ✓ 4. Check key way alignment. V 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. mi 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 i NO I TESTED BY: forms within spec REINFORCING 1. Check shop drawings for the diameter, spacing, and grade of rebar & wire. m/ 2. Check steel minimum clearances with approved shop drawings. 3. Verity 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 rifting hardware. V 6. Check that all bolts, pins, and wedges are tight. Vt Notes: bar spacing and clearance within specs PREPOUR APPROVAL BY: \j Date: 3/7/1 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 streiigtnxequirea a28 Days 7000 Slump 27 " 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 Sam led 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 / 1 Copies to: 1 Granite Precast & Concrete, Inc. Submitted By: Yl� QC Manager GRANITE PRECASTING & CONCRETE, INC. PRE -POUR INSPECTION REPORT JOB TITLE: Shinn Tire W. 0 CONTRACT NO.: P -H,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. HJ 6. 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 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 within spec PREPOUR APPROVAL BY: Date: Title: 3/30/11 QC Manager Must receive signed approval before proceeding to pouring. Concrete Strenith 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 strengtn Required fe28 Days 7000 Slump 27 1/2 " 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 Sam led 12:44 PM Max Des a n Attached? Specimen Number Lab Number Age days Date Tested 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 1 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. 0 CONTRACT NO.: P -H 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 oll 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 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 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 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 bolts, pins, and wedges are light. HJ Notes: bar spacing and clearance within specs PREPOUR APPROVAL BY: Date: Title: 3/29/11 QC Manager Must receive signed approval before proceeding to pouring. Concrete Strength Test Report Project Shinn lire W. Job # P -H Client Report # 4 Contractor Date Molded 3/29/11 PM Supplier Granite Precast & Conc. Date Received trengtti Kequtren ova bays 7000 Slump 5 II Quantity 6 - Cyl . Air Content 5 % Air Temp 49 ° Unit Weight 144 Mix Temp 67 ° Water Required Time Batched 3:10 PM Other Time Sam •led Specimen Number Lab Number 3:15 Age days PM Date Tested Max Das nAttached? 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 A 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 -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 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: 3/18111 QC Manager Must receive signed approval before proceeding to pouring. Concrete Strength Test Report Project Client Shinn Tire W. Job # P -A , EW Report #4 Contractor Date Molded 3/18/11 AM Supplier Granite Precast & Conc. (Date Received Strength Kequired 028 Days Quantity 7000 Slump 6 11 6 - Cyl (Air Content 5.8 % Air Temp 41 ° /Unit Weight 143.8 Mix Temp 61 ° (Water Required Time Batched 9:58 AM (Other Time Sam led Specimen Lab Number Number S- Tire31811 31811A 10:01 AM /Max Design Attached? Age days Date Tested Total Lbs Compressive Strength Remarks 1 3/19/11 1 75815 6036 1 3/19/11 1 77334 6157 1 Day Average 6097 7 3/25/11 84466 6725 7 3/25/11 86050 6851 28 7 Day Average 4/15111 6788 94388 7515 28 4/15/11 96983 7720 28 Day Average 7618 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector Comments 1 Granite Precast & Concrete, Inc. QCS Copies to: Submitted By: 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 Notes: PROJECT: DWG /DOC REF #: BATCH# • MIX DATE: 'TIME: APPROVED BY: TESTING REQUIRED: YES I NO t 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: 3/17/11 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 Utrengtn ltequlrea 028 Dave 7000 Slump 26 1/2 " Quantity 6 -Cyl Air Content 5 % Air Temp 52 ° Unit Weight 144.8 Mix Temp 64 ° Water Required Time Batched 2:01 PM Other Time Sampled 2:06 PM Max Design Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks 3- Tire31711 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 Comments ICopies to: Submitted By: ��11 I e Precast & Concrete, Inc. `'� Granite 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 Notes: PROJECT: DWG /DOC REF #: BATCH# MIX DATE: (TIME: APPROVED BY: TESTING REQUIRED: YES I 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 within spec PREPOUR APPROVAL BY: Date: 3/16111 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 3116/11 Supplier Granite Precast & Conc. Date Received tr�ngtn rtequirea gp2e Dave 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 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 88235 6866 7 Day Average 6801 28 4/13/11 118250 8410 28 4/13/11 119520 9516 28 Day Average 9483 Reinforcement Inspection Speclment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector Comments Copies to: Submitted By: I Granite Precast & Concrete, Inc. �t 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 property 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 specs PREPOUR APPROVAL BY: G Date: 3/11/11 Title: QC Manager A 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 'Strength Kequired =um 7000 Slump 4 3/4 " 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 5TIre31111 31111P 1 3/14/11 70425 5807 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 8893 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 1 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- 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 Protect 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 Strenstth Test Report Project Shinn Tire W. Job # P- D Client Report # 6 Contractor Date Molded 3/8/11 Supplier Granite Precast & Conc. Date Received ,trerigtn Required 028 Davit 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 Sam led 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 117836 9366 28 Day Average 9076 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector Comments n 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 hater 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: IT1ME: 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. 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: CAC' Date: 3/7/11 Title: 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 Kegairea 173)28 Dave 7000 Slump 27 " Quantity 6 -CyI 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 88258 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. 2. Check that forms have been properly prepared (cleaned and oiled - form oil Is to never come into contact with rebar.) 3. Check bater andlor skew angles (make sure form is square). 4. Check key way alignment. 5. Check form for any deformities or areas that may need extra support. 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). v v v v V PROJECT: DWG/DOC REF#: BATCH# MIX • DATE: (TIME: APPROVED BY: TESTING REQUIRED: YES i 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. Verity 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: 3/7/1 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. strengtn Required eaa Dave Quantity Date Received 7000 Slump 27 " 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 Sampled 3:44 PM Specimen Lab Number Number Age days ■ Date Tested Mix Design Attached? Total Lbs Compressive Strength Remarks S Tire -3711 B 3711P 1 3/8/11 63190 5031 1 63769 5077 1 Day Average 5054 7 3/14/11 92910 7393 95960 7837 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 Comments Copies to: Submitted By: 1 Granite Precast & Concrete, Inc. Concrete Strength Test Report Project Shinn West Job # '.- P -B Client Report # 6 Contractor Date Molded 3/24/11 PM Supplier Granite Precast & Conc. Date Received Strength Required 628 Days 7000 Slump 27 112 " 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 Sam led 2:31 PM hoax 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 Comments A, - n Copies to: Submitted By: 1 Granite Precast & Concrete, Inc. QC Manager GRANITE PRECASTING & CONCRETE, INC. PRE -POUR INSPECTION REPORT JOB TITLE: Shinn West 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 damps and alignment pins to be sure form Is secure. HJ 7, Tag form with Project Informatlon/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: 3/23/11 Title: QC Manager Must receive signed approval before proceeding to pouring. 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 trengtn xequired am Days 7000 Slump 251/2 '' Quantity 6 -Cyl Air Content 4.8 % Alr Temp 56 ° Unit Weight 146.2 Mix Temp 65 ° Water Required Time Batched 1 :41 PM Other Time Sam led 1:46 PM Max Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks >West32311 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 4/20/11 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: I Granite Precast & Concrete, Inc. QC Manager GRANITE PRECASTING & CONCRETE, INC. PRE -POUR INSPECTION REPORT JOB TITLE; Shinn West R 0 CONTRACT NO.: T -2 FEDERAL AID NO.: P.O. NO.: CONTRACTOR: SPECIFIC STRUCTURE# CHECK FORMS 1. Verity 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: DWGIDOC REF #: BATCH# MIX DATE: ITIME: 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 within spec PREPOUR APPROVAL BY: Date: 3/23/11 Title: QC Manager Must receive signed approval before proceeding to pouring. Concrete Strength Test Report Copies to: Submitted By: Granite Precast & Concrete, Inc. QC Manager Shinn West R Job # T -2 Project Client Report # 4 Contractor Date Molded 3123/11 Supplier Granite Precast & Conc. Date Received strength Required 028 Dave 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 Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks - 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 1 Comments Copies to: Submitted By: Granite Precast & Concrete, Inc. QC Manager GRANITE PRECASTING & CONCRETE, INC. PRE -POUR INSPECTION REPORT JOB TITLE: Shin West R 0 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 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 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: Date: 3/23/11 Title: QC Manager Must receive signed approval before proceeding to pouring. 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 strength rtequirea 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 Design Attached? 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 1 Comments Copies to: Submitted By: i 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 forms have been properly prepared (cleaned and oiled - form 011 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 Protect 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 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 spec PREPOUR APPROVAL BY: Date: Title: tO22/11 3/ QC Manager Must receive signed approval before proceeding to pouring. Concrete Strenstth Test Report Project Shinn West R Job # T -1 Client Report # 4 Contractor Date Molded 3/22/11 Supplier Granite Precast & Conc. Date Received 'Strength Koquirea 028 Days 7000 Slump 51/2 " Quantity 6-Cyi Air Content 6 % Air Temp 51 ° Unit Weight 143.2 Mix Temp 65 ° Water Required Time Batched 4:10 PM Other Time Sam led 4:15 PM Max Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks !West32211 32211 P 1 3/23/11 67396 5366 1 67710 5391 1 Day Average 5378 7 3/29/11 82488 6567 7 3/29/11 #REF! 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 1 Comments Copies to: Submitted By: /'�.....,.7{.. []w..www{ 9 /'�.....,,.e. ♦r. Ira. ( ,Q( QC Manager GRANITE PRECASTING & CONCRETE, INC. PRE -POUR INSPECTION REPORT JOB TITLE: Shinn West 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 6. 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 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 10 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 1 PREPOUR APPROVAL BY: Date: 322/11 Title: QC Manager Must receive signed ap QC Manager 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 utrengtn Kequlretl OD28 Days 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 4119/11 112236 8936 28 Day Average 9044 Reinforcement Inspection Speciment Size 4X8 Conforms Test Reference: ASTM C31, C39 Attachment Inspector 1 Comments r\ Copies to: Submitted By: 1 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.O. NO.: CONTRACTOR; SPECIFIC STRUCTURE# CHECK FORMS 1. Verify form dimensions comply with dimensions listed on approved shop drawings. V 2. Check that forms have been properly prepared (cleaned and oiled - form o11 is to never come into contact with rebar.) 3. Check bater and/or skew angles (make sure form is square). d 4. Check key way alignment. 5. Check form for any deformities or areas that may need extra support. 6. Check clamps and alignment pins to be sure form Is secure. f 7. Tag form with Project Information/Pre -pour Form Approval Tag (see sample below). ✓ Notes: PROJECT: DWG /DOC REF #: BATCH# MIX DATE: ITIME: 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. 2. Check steel minimum clearances with approved shop drawings. 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. 8. Check that all bolts, pins, and wedges are tight. Notes: bar spacing and clearance within specs PREPOUR APPROVAL BY: r,),0 Date: 3/9/11 Title: QC Manager Must receive signed approval before proceeding to pouring. Concrete Strength Test Report Project Shinn West Job # Sump Client Report # 6 Contractor Date Molded 3/9/11 Supplier Granite Precast & Conc. Date Received ktrengtn Ftequirea 028 nave 7000 Slump 251/2 " 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 Sam led 4:03 PM Mix Design Attached? Specimen Number Lab Number Age days Date Tested Total Lbs Compressive Strength Remarks S -W 3911 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 1 Comments 1 Copies to: Submitted By: Granite Precast & Concrete, Inc. Ul�� 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! 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: d-I 4/12/11 QC Manager Must receive signed approval before proceeding to pouring. a S9 SECTION 35, TOWNSHIP 23N, RANGE 4E • FILE COPY iliECEIVED MAR 15 2011 EXISTING FREE RECYCUNG AREA TUKWII.AA PUBLIC WORKS m C9 ®1J'�eS WALL A ' i 1s tobt d'A B ®". PROPERTY • x1-;;' • UNE �- .�► - -- - • `+"^'?ice`. = Zar%,�`�', _u' s +" osplP rid 4Y4 3 EXISTING WALL F EXISTING GUARDRAIL SIGN BRIDGE GUARDRAIL FENCE • i. GUARDRAIL ARTWORK, SEE AW DWGS GUARDRAIL EXIS1TNG WALL D. ?' TRANSFER/TS0 BUILDING TIRE WASH /RAIN WATER VAULT GUARDRAIL EIVED AR '11011 'PERMIT CENTEF KEY MAP SCALE NTS OVERALL PAVEMENT STRIPING PLAN SCALE: 1 = 40' 1. =40' -0 DESIGNED JF VERIFY SCALE King County Department of Natural Resources and Parks BOW LAKE RECYCUNG AND TRANSFER STATION SITE FACILITIES CONTRACT ft\kTII IEECIK R.W. Beck, Inc. 1001 Fourth Avenue, Suite 2500 Seattle, WA 98154 -1004 (206) 695 -4700 PROJECT NUMBER C00405C09 OVERALL PAVEMENT STRIPING, FENCING, DRAMWC awe% G '1 1 O 1--- U cc O O u_ th 0 Cl- cc 0 W 1 1 • • • • 1 • 1 1 1 • • CONNECT TO STORM MANHOLE IE = 265.65 CO IE = 251.89 WEST SIDE RAINWATER OVERFLOW /BYPASS MANHOLE E8'IE =269.2 S8'IE =266.4 W IE RIM = 27 TYPE 2 W/ OVERFLOW) DIA; KCRS FIG 7-005 FRAME AND COVER D 7 -023, SOLID CO IE = 270.34 D AINS O.— 'N. —_ ll .: ii ..i .i i • o' 1.• ...� 'I •4I 111 DRAINAGE PLAN - WEST LEVEL 1 FOUNDATION TRANSFER BUILDING 6o MECHANICAL SCALE 1/16' = 5 0 10 20 30 40 1/16 =1 -0 Sccle Feet REVIEWED FOR CODE COMPLIANCE APDanVFD MAR 18 2011 City of Tukwila BUILDING DIVISION IE = 264.88 6'0i1% i I I Ji SUF 4' BACKWATER VALVE W/ CO EXTENSION CO IE = 268.44 RECEIVED MAR 14 2011 PERMIT CENTER n Iuc King County Department of Natural Resources and Parks LNS LNS ENGINEERS. INC. 7713 PIONEER WAY • SUITE C GIG HARBOR. WASHINGTON 98335 PHONE: 253.E151.5175 tEET M101 SHEET M102 %1( RM NO RM NAME C01 COMPACTOR BAY COLA COMPACTOR BAY EXTENSION CO2 TOP LOAD BAY CO3 VESTIBULE CO4 ELEVATOR MACHINE ROOM C05 ELECTRICAL C06 MECHANICAL C07 UNISEX TOILET 1 CO8 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= IalraEx coo4o5C09 SM. on 464 619 ORAWRIC IYUMBOC aVglabeiM 1�� f c L f C e C L L MULTI - PURPOSE ROOM © ; j HRP- C- 1�'1.5. 1.1 fir NJ inimlw am_r.-di�� N zm REVIEWEDCOOR- CODECOMPL9ANCE _ _ _ Appptimp03 _ _® MAR 18 2011 City of Tukwila BUILDING DI ITN SOUTH RISER ROOM MISTING ROOM HRP -B- 100 -1.5 DUST COLLECTOR ROOM LOADING AREA UNISEX TOILET COMMERCIAL RECEMNG FLOOR SELF -HAUL TIPPING FLOOR UNISEX TOILET • 3• \ MECHANICAL ROOM EXIT PASSAGEWAY 120 SELF -HAUL ENTRANCE X D NOTE: HEAT TRACING OF ALL WATER PIPING REQUIRED IN DESIGNATED ROOMS AND ALL EXTERIOR PIPING. -1 '�srJ•I • HRW-G- 100 -1.5 3, 323: Utl 7.1 _—wal:15 I.. I HRP-H '5 -1.25 3V .cam PROVID 120V/1 PH SOLENOID 4•MV CONTR L VALVE IN 1 -1/2" PIPE D OP W/ PUSH BUTTON WASH CTTVAnoN CYCLE W/ PD( -'r WHA. :� �m .moo; -.. lee EXW HRP -J -75 -1.25 loiiii 1 �m ❑ a 1 ALSi VAR 14 2011 N 4- RMIT CENTER l/ 41-4-0- 20 Jan VERIFY CP11E BAR IS ONE INCH ON 0 ANSI •D DRAWING 01_1" I REV 1/8 /to DATE APP II ISSUED FOR PROPOSAL REVISION DESCRIPTION King County Department of Natural Resources and Parks Solid Waste Division LNS LNS ENGINEERS, INC. 7713 PIONEER WAY •SUITE C GIG HARBOR. WASHINGTON 98335 PHONE: 253.851 .51 75 BOW LAKE RECYCLING AND TRANSFER STATION SITE FACILITIES CONTRACT TRANSFER/T'SO BUILDING T1PPING /RECEMNG LEVEL MECHANICAL PLAN PROJECT Val►BEst C00405C09 Ba. OP: 468 619 DRAWING ROBBER SUED FOR PROPOSAL - NOT FOR CONSTRUCTION SHEET LIST: 1. COVER PAGE: GENERAL NOTE, STRUCTURAL NOTES, NOTES (PLAN), ISO VIEW 2. LAYOUT, PLAN, ELEVATIONS AND END VIEW 3. SHORT SPAN P-A DETAIL 4. SHORT SPAN P-B DETAIL 5. SHORT SPAN P-C DETAIL 6. SHORT SPAN P -D DETAIL 7. SHORT SPAN P -E DETAIL 8. SHORT SPAN P -F DETAIL 9. SHORT SPAN P-G DETAIL 10. SHORT SPAN P -H DETAIL 11. SUMP AND SS CHANNEL DETAILS 12. REINFORCING 13. REINFORCING 14. GROUTING DETAILS 15. LIFTING DIAGRAM & INSTALLATION STRUCTURAL NOTES: 1. CONCRETE STRENGTH - FC' = 7,000 psi @28 Days Ft' = Recommended Stripping Strength - 3,000 psi 2. REINFORCING - ASTM -A615 GRADE 60 3. DESIGN WAD - AASHTO HS-20. IN ADDITION 45,000 LBS. POINT LOAD FOR OUTRIGGERS. 4. DESIGN FILL - 0.0' 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. 1.06.C.2 (Tire Wash Vault) CUSTOMER: SHINN MECHANICAL PROJECT: BOW LAKE RECYCLING & TRANSFER STATION STRUCTURE: 18'W x 32' -7% x 11' -4'H TIRE WASH VAULT `• • FILE COPY VAULT PIECE LIST W/ WEIGHTS: SHORT SPAN PIECES: 1. SHORT SPAN PIECE A 2. SHORT SPAN PIECE B 3. SHORT SPAN PIECE C 4. SHORT SPAN PIECE D 5. SHORT SPAN PIECE E 6. SHORT SPAN PIECE F 7. SHORT SPAN PIECE G 8. SHORT SPAN PIECE H 61,500 lbs 60,800 lbs 35,100 lbs 45,650 lbs 52,300 lbs 53,600 lbs 33,750 lbs 46,000 lbs SUMP PIECES: 1. TYPE 2 GRATE INLET 3,950 lbs HEAVY PICK: 61,500 lbs. Approximate weights to be verified on a scale prior to shipping. REVIEWED FOR CODE COMPLIANCE APD LIVED MAR 182011 City of Tukwila BUILDING TINS InN TYPE 2 GRATE INLET CATCH BASIN MASTIC JOINT SEAL TO BOTTOM OF STRUCTURE RECEIVED JAN 13 2011 PERMIT CENTER bfto(3 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 ERAIVITl & \t/13X01 X71.8151 1-800411013465 I FAX213501 571.17X0 DATE' 11/16/10 audc D BF: DS DATE' 11/17/10 SCALE' 1/4 " =1'41° SHWA1 TIRE WASH VAULT 0 11/16/10 ISSUE FOR ENGINEERING BOW LAKE RECYCLING & TRANSF. STATION SHINN MECHANICAL 24"0 DI Ring and CI Cover (5)- Places, Typ. 8" 35' -1 1/8" 10' 10' 7-6° 7 -6" 4, -3" 4' -7 3/8° 3' 1 18' 19'-8" 11'-6" 36 °x36" Alum. H -20 Hatch 42'x96" OD Alum. 1-1-20 Hatch T.O.V. EL.= 272.70 15'4 3/8" 17'-8 3/4" 33'-9 1/8" Provide Grouting Bed at 1/2" Gap Between Interior Walls Before Setting Upper Units. 36 "x36" Alum. H -20 Hatch Vertical Grout Joint (6)-Places, Typ. P -H 12'-4" B.O.V. EL =260.37 2' -11 13/16" i B.O.S. EL.= 257.38 3'-8 1/2" II P -B I ! _u 1 SIDE VIEW P -C i H P -D 11'-4" 13'-4" 2' -8" JOINT DETAIL SCALE 1/24 Notes: 1: Grout Bottom Unit Wall Keyways Prior To Setting Top Units. 2. When Setting Top Units Start @ P-H. Mastic Joint Sealant, Contractor to Apply, Typ. REVIEWED FOR COMPLIANCE pPRnvFo MAR 182011 City of Tukwila BU1LDlNA nil/Kink! S.S. Channel For SQeen, Typ. (4)- Places Screen Supplied By Others Fll-�a- 0 s -8" END VIEW Z 4'-9 5/8" 5'-8" • IF 6' I 6° DI 7.9 .I` I'1 +� ° 1 i/2 II 5'-S" LL--L-2.4 1,- 11.13/16° 2' -3 1/2" 15' -9 5/16° RECEIVE ti JAN 13 2011 PERMIT CENTER PRECASTINO GRANITE a CONCRETE MIC. awil \441,/ O 1l MfY1 4151 1 B�aY151 FAX 1361)1171 pfi0167f$BSt f$0080B�5f FAX' (9601 87 7 -0760 DRAWN BY. STJ f:14ECYEDBYs DS DATE' 11/16/10 DAM 11/17/10 3/16"= l'-0 SXEEfb 2 TIRE WASH VAULT 0 11/16/10 ST] ISSUE FOR ENGINEERING BOW LAKE RECYCLING. & MANSE. STATION SHINN MECHANICAL i 10' 1' -2" 1 3'-8 1/2" Lifting Insert Starcon lOs x 10" 3'-9" — 2' -3 1/2" (8) Places Typ. 1' -6" 10" --� do T P -A 1.06.C.2 (Tire Wch \(alllf) 8" L Il 11 11 I 5 -2 3/16" PLAN 19'-8" 6' -61/2" 18' 2' -6" — 3' -1° --1. 2'-9 13/16" +-10" 1' 1' -5" .-a r 6' H 8" 1 1/2" 18' 2" ELEVATION REVIEWED FOR CODE COMPL DDofVED MAR 182011 City of Tukwila BUILDING DIVISION Note: This Piece is to be Placed in the Inverted Placement So Side Grout Keys are to be Reversed from the Standard Placement. END VIEW 'RECEIVED JAN 13 2011 PERMIT CENTER GRAN /TIE & CONCRETE INC. 1=Nt/411 l B71- -61/11 I.B UN. M�7bY611AY./YA. t1 6 ®�'® 13601 671. 91 1 1 FAX113601 67141766 DRAWN Br: ST) I OAT: 11/16/10 1 O1TE 11/17/10 COISCKID nr: DS swa' 1/4 " =l'-O' sitter, 3 TIRE WASH VAULT 0 11/16/10 ST) ISSUE FOR ENGINEERING BOW LAKE RECYCUNE & TRANSF. STATION SHINN MECHANICAL 2' 6' -2 5/8" 1' -9 3/8° 3' -1° Lifting Insert Starcon lOs x 10" (8) Places Typ. 2'-6" I p I 11 I 1 I I 1 1 IL , _ __ _ J L P -B _J_. h 1 1 it, 11 6 6 el II I.06.C.2 (Tire Wash Vault) 1'-6° PLAN 19'-8° 10' 10" -; x--10° ' 18' r 5' -8" -._,......4. II H I I I 6' -6 11/2" 1/: .- 9° 9° -i Ii `" 11'-6" 8" 6' 18' 2° ELEVATION ° REVIEWED FOR CODE COMPLIANCE APPRovED MAR 18 2011 City ot Tukwila BUILDING DIVISION Note: This Piece Is to be Placed in the Inverted Placement So Side Grout Keys are to be Reversed from the Standard Placement. 10' • d `fir v t 1— — — r— — --- — —41'11— 4 I - - -H f- T T 11 I I I I 1 I 1 a L L 6' • END VIEW GRANITE OM e7.$!5. tom. FAXr Meal B71.07B13 1u16/10 SD ISSUE FOR ENGINEERING DRAWN BYr S17 MEMO WA Ds °Alm 11/16/10 DAB' 11/17/10 SCALE; 1/4 "=1' 43" SHUT' 4 BOW LAKE RECYOJNB & TRANSF. STATION RECEIVED JAN 13 2011 PIT CENTER TIRE WASH VAULT SHINN MECHANICAL 3'-1" 10" --r Lifting Insert Starcon 10s x 10" (8) Places Typ. P -C 19'-8" PLAN 1' -5" 18' I.06.C.2 (Tire Wash Vault) 1'-6" 1'-6" 7-6" --10" 1' 5'-8" 18' 2" 6'-8" ELEVATION w REVIEWED FOR CODE COMPLIANCE Aponewro MAR 182011 City of Tukwila BUILDING DIVISION Note: This Piece is to be Placed In the Inverted Placement So Side Grout Keys are to be Reversed from the Standard Placement. 7.6" a, _4 END VIEW ECEIVED JAN 13 2011 PERMIT CENTEF GRANITE &PCONIRECriNGETE INC. I3m 671-0115111410041121340291 PAX: x360) 5714i700 BYi ST3 11/16/10 artaac BY, DS DA"' 11/17/10 SCAM' 1/4 " =1' -0" : 5 TIRE WASH VAULT 0 11/16/10 ISSUE FOR ENGINEERING BOW LAKE RECYCLING SHINN MECHANICAL & TRANSF. STATION lifting Insert Starcon lOs x 10" (4) Places Typ. I.06.C.2 (Tire Wash Vault) 8° P -D 1'-6° PLAN 19'-8° — 18' 2'-6" 1 6' -10" 7.6° Lifting Insert Starcon 10s x 10" (4) Places Typ. 18' 2° ELEVATION f 6'-6 1/2" 1pREVIEWE D FOR CODECOMPL A MAR 182011 City of Tukwila BUILDING DIVISION Note: This Piece is to be Placed in the Inverted Placement So Side Grout Keys are to be Reversed from the Standard Placement. END VIEW Construction Joint RECEIVED JAN 132011 /Z��O PERMIT CENTER GRAMMPRECASTING & CONCRETE INC. 0h0J 671 —+1 1-5ao.eo111.ex5l 0 11/16/10 STJ ISSUE FOR ENGINEERING ,/ sr: pro BY, DS ' 11/16/10 "To 11/17/10 1/4 " =1'-0" swirl TIRE WASH VAULT BOW LAKE RECYCLING SHINN MECHANICAL & TRANSF. STATION 1.06.C.2 (Tire Wash Vault) 4'-6" 3' —01r 12' 2" 36"x36" Alum. H -20 Hatch 42"x96" DD Alum. H -20 Hatch 24"0 DI Ring and CI Cover (2)-Places ( 10' P -E I 1® S.S. Channel For Screen, (1) -Req'd Screen Supplied By Others PLAN 19'-8" 3'-6" 5'-4" 2'-6" -► Lifting Insert Staropn lOs x 10" (4) Places Typ. ELEVATIO S.S. Channel For Screen, (1)-Req'd Screen Supplied By Others " REVI vV FOR r:ODE , f • $ PUANCE 111300(VED MAR 182011 City of Tu BUILDING DIVISION END VIEW 6RAN U II &cn mETEiti�c. 13M116171149151 14311043111,0e5 FAX' [9e410 671 .07150 Construction Joint 0 11)16/10 ST) ISSUE FOR ENGINEERING 5 AWN BY' STJ DATEl 11/16/10 ECEIVED JAN 13 2011 PERMIT CENTER 011106.016 Ds oifE, 11/17/10 1/4" =l4y' sun 7 BOW LAKE RECYCLING & TRANSF. STATION TIRE WASH VAULT SHINN MECHANICAL Animmilmb 10" 1--+ 18' 1' -s" / 1'-5" 6' -91/ I°. 6' 9.' 8^ —"I 18' 2" ELEVATIO S.S. Channel For Screen, (1)-Req'd Screen Supplied By Others " REVI vV FOR r:ODE , f • $ PUANCE 111300(VED MAR 182011 City of Tu BUILDING DIVISION END VIEW 6RAN U II &cn mETEiti�c. 13M116171149151 14311043111,0e5 FAX' [9e410 671 .07150 Construction Joint 0 11)16/10 ST) ISSUE FOR ENGINEERING 5 AWN BY' STJ DATEl 11/16/10 ECEIVED JAN 13 2011 PERMIT CENTER 011106.016 Ds oifE, 11/17/10 1/4" =l4y' sun 7 BOW LAKE RECYCLING & TRANSF. STATION TIRE WASH VAULT SHINN MECHANICAL Animmilmb 1.06.0 (Tire Wash Vault) 1. 8" 5.5. Channel For Screen, Typ. (3)-Pleces Screen SuPPlied By Others 8" r - 2'- 8 "...rr r 6'-9" 3'-6° 24 1 DI Ring and CI Cover (2 )-Places 11 1/2" t 4' -7" 1' -10" 10' 3.-6" 3'-4" i 11 'L 11 r 5 19'-8" PLAN .•--- 3'-6" 42°x96" DD Alum. H -20 Hatch Lifting Insert Starcon lOs x 10" (4) Places Typ. 10 °--v. . . .,•— 10" .. 18' S.S. Channel For Screen, Typ. (3) -Places 'ice Supplied By Others Awn. Ire+- --r -ar .J..� 1' ON 1/ MICIII■11111 • I I 6'-9 -9 1/2" .. If.11 II ; I . II II II II r -- 1 " r 1' -i l" 9" 6' 6' • 18, 2" ELEVATION " REVIEWED FOR CODE COMPLIANCE APPRAVED MAR 182011 City of Tula BUILDING f IVISION 2'- 3/8" END VIEW ECE 11Er, JAN 13 2011 l PERMIT CENTEE caeamosyl OS °At' 11/17/10 3rxe: 1/4"=1'-0" 11/16/10 Sri ISSUE FOR ENGINEERING BOW LAKE RECYCLING & THAINSF. STATION SHINN MECHANICAL !fD P-G 1.06.C.2 (Tire Wash Vault) x n 36"x36" Alum. H -20 Hatch 19'-8" PLAN 3'-9" 7-6" 3'- lifting Insert Stamen lOs x 10" (4) Places Typ. 10" i 10" 18' 1' 6'-8" A�olrr,► 1 /j/ t, -9 1/2" f 9" 9■ 18'2` ELEVATION 7-6" 4' -1 5/8" REVIEWED FOR CODE COMPLIANCE ApoRrE99ED MAR 18 2011 (61' -8 "0 Hole 3' -9" 3'-9" For 16" OI Pipe pNETJ�errfnua GRANITE_ &CONCRETE MC.. 13M13 671-2185 f f X851 PAM OM 67 f•07130 END VIEW of BUILDING nNISInN City of Tukwila DIVISION ECE JAN 13 2011 PERMIT IT CENTEF 0 11/16/10 ST) ISSUE FOR ENGINEERING �cAWN er: 5r) 0410c10lbrs DS °A4 11/16/10 DAM 11/17/10 sour: 1/4 ".1' -0" 1 oacn 9 BOW LAKE RECYCLING & TRANSF. STATION TIRE WASH VAULT SIHI11NN MECHANICAL 10" P -H 1.06.C.2 (Tire Wash Vault) 2'-6" 6' -10" 7-6" PLAN 19'-8" 18' 8" Lifting Insert Starcon 10s x 10" (4) Places Typ. to— 10" 5' -9 1/2" i II II I / f 4 6' -91/2" 18' -2" ELEVATION lot— 9" GRANITE a REvitWED FOR CODE COMPLI mamma) 18 2011 city of Tu BUILDING DM le 13601 6711∎0801 tit FAX: 1360167t-07610 END VIEW ECEOVED JAN 13 2011 PERMIT CENTER 0 11 /16/10 ST3 ISSUE FOR ENGINEERING S] odaCED BY: Ds sc." 1/4 " =1'41 ' 11/16/10 barn 11/17/10 $"EB*' 10 BOW LAKE RECYCLUNS IE MAWR STATION 4'-6" 3' 1" 4 3/4" --N. PLAN VIEW w 4'-6" �• 3'-8 1/2" 1 2' -5 5/16" 5 1/2" 1 3' 7" SIDE VIEW SUMP t- 4 3/4" 1.06.C.2 (Tire Wash Vault) 1° Cover #3 @6 "Lap 18" AsReq'd 1. CONCRETE STRENGTH - Fc' = 7,000 psi @28 Days Fd = Recommended Stripping Strength - 3,000 psi END VIEW GRANITE a IiC. p6D 671 -e@S t 1 @S 1 FAX: L351167141700 4° or 3 1/2" c 1' 1 5'-8" (3) -Req'd 5' -7 1/2" (1)-Req'd 4" L r- 6" ss channel 3" [el— 0 11/16/10 ST] ISSUE FOR ENGINEERING REVIEWED FOR CODE COMPLIANCE APPROVED MAR 182011 CityofTukwlls UILDING DIVISION DRAWN BY: sn CHECKED °Yt DS SCARE: 1/4 " =1'-0" (6) -1/2 "0 x 4" Lg. Nelson Studs CHANNEL SIZE TO BE VERIFIED BY CONTRACTOR ECEIVED JAN 13 2011 PERMIT CENTER DATE: 11/16/10 DATE, 11/17/10 SHEET' 11 BOW LAKE RECYCLINS & TRANSF. STATION TIRE WASH VAULT SHINN MECHANICAL 1.06.C.2 (Tire Wash Vault) (3)46 BARS FO. SPA 10'-0" #6@8 "o.c. (3)46 BARS EQ. SPA. 11111111111,11 111111•),1111 #4 TRIM BARS SEE NOTE 7 (TYP.) I11111 1111 SIG JII IIIIII�...- 2' II _A% 1 111■•1(_—.._ 4111II5/.-.. it )1111!;(. lip. I I I I C JIMMIE" #5@To.c. L -BARS 10" IT #6 @10 "o.c (7)46 BARS EQ. SPA. (7)46 BARS EQ. SPA. PLAN VIEW(PIECE P -E) (TOP & BOTTOM MAT THE SAME) 1■■i (1) -SHEAR STUD RAIL (SIM. SECTION A -A) #6 @8 "o.c. MAX. SPA. #6@ 10 "o.c. #4 @12"o.c. #4@ 12 "o.c. #4@18 "o.c. (TYP. WALLS) SEE ABOVE FOR LAYOUT. LONG BARS CLOSEST TO FACE (2)46 BARS (TYP. BELOW HATCH FRAMES) #5 BAR COUPLER @ ro.c. DRILL & EPDXY #4 DOWELS TO MATCH BAR SPA. SEE NOTE 8. 2-2° LAP 18' -0" SECTION VIEW(PIECE P -E) 1.-6" 22" COV. SHEAR STUD RAILS 1/2"0 STUDS @2 "o.c. PER ASTM A1044 (2 -ROWS) DESIGN NOTES:(TO BE VERIFIED BY E.O.R.) #50To.c. 1. LIVE LOADS: HS -20, 45-KIP FIRETRUCK OUTRIGGER. 2. CONCRETE STRENGTH. 44.7.000 PSI 3. REINFORCING: BAR: ASTM A615. GRADE 60. 4. SEE SHOP DWGS. FOR ADD'L DETAILS. 5. ASSUME WATERTABLE AT LEAST 6%4- BELOW GRADE FOR - STRUCTURE TO RESIST BUOYANCY. 6. PROVIDE ADM REINFORCING AT OPENINGS EQUAL TO THE BARS INTERRUPTED, HALF EACH SIDE (UNLESS NOTED OTHERWISE). ADDY. BARS TO BE IN THE SAME PLANE. - 7. PROVIDE 84 DIAGONAL TRIM BARS AT OPENINGS. EXTEND 1' 0 MIN. IN EACH DIRECTION. BEND IF REQUIRED 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. PER MANUFACTURER'S RECOMMENDATIONS. ENDWALL DETAILS (PIECE P -E & P -F) 1' 12" GOV. (TYP.) —1'-0" #5@7 "o.c. L -BARS 5. -92" i 10° (3)46 BARS EQ. SPA. 1'-0" (TYP. TOP & BOT. MAT) SECTION A -A (BEAM ADJ. TO HATCH) pee TOP MAT: #7 @To.c. BOT. MAT: #5 @8 "o.c. (1) -SHEAR STUD RAIL (SIM. SECTION B-B) TOP MAT: #5 @8 "o.c. BOT MAT: #7 @8 "o.c. MAX. SPA. (2)46 BARS BELOW HATCH r- FRAME (TYP.) — 2' -6" — PLAN VIEW(PIECE P -F) (2)46 BARS (TYP. BELOW HATCH FRAMES) 10" — .] 1!~4@12 "o.c. #4 @12 "o.c. #4 @ 18 "o.c. (TYP. WALLS) 4 SEE ABOVE FOR LAYOUT. LONG BARS CLOSEST TO FACE SHEAR STUD RAILS 1 /2"0 STUDS @44 "o.c. PER ASTM A1044 (2 -ROWS) 1 8%0" SECTION VIEW(PIECE P -F) 12" COV. (TYP.) 1' -0" -=-� t-REVI,t ED FOR CODE 1) MPLIANCE App)' OVE0 MAID' -* 2011 City et Tukwila JJJVLDING DIVISION ECE1VE JAN 132011 ERMIT CENTER 1. -0" (3)47 BARS EQ. SPA. (TYP. TOP & BOT. MAT) GRANITE 8 PRECASTING WIN /4M WM, PIA eeuow e► SIM pee sti-usi 1.4064011•4211 Tom pee 1' 11" SECTION B -B ADJ. TO HATCH • 12/5/10 • 12/5/10 O 11/18/10 qU ISSUE FOR 174001EERING BOW LAKE RECYCLING & TRANSFER STATION -jr i TIRE WASH VAULT SHINN MECHANICAL 1.06.C.2 (Tire Wash Vault) #4 TRIM BARS (TYP.) SEE NOTE 7. (2) -ADD'L #6 BARS BELOW HATCH FRAME (TYP. 4- SIDES) DISCONTINUE (9)48 BARS AT HATCH DISCONTINUE (5)48 BARS AT FRAME 111 /11111��N�■ :I111i111 /�.,;N 111111111•1111•1111111M1•11 �— i��l�i�■ _ISw I #4 STIRRUPS @ 5 "o.c. (TYP. BOTH SIDES OF HATCH) 10" 20" #5 @7 "o.c. L -BARS 10" #6 @1 O "o.c. PLAN VIEW(PIECE P -G) (TOP & BOTTOM MAT THE SAME) #5@12 "o.c.,e.w. #8@4 -" 7'-6" #4 STIRRUPS @ 5 "o.c. (TYP. BOTH SIDES 10" OF HATCH) 1" COV. r (TYP.) r-1' -0" (2)46 BARS #4 @12 "o (TYP. BELOW c HATCH FRAME) #4 @12 "o.c. #4@ 18 "o.c. (TYP. WALLS) #5 BAR COUPLER @ 7 "o.c. DRILL & EPDXY #4 DOWELS TO MATCH BAR SPA. SEE NOTE 8. 2'-2° LAP SEE ABOVE FOR LAYOUT. #8 BARS ON BOTTOM. 18' -0" SECTION VIEW(PIECE P-G) 2 " GOV. DESIGN NOTES:(TO BE VERIFIED BY E.O.R.) 1. UVE LOADS: HS -20, 45-KIP FIRETRUCK OUTRIGGER 2. CONCRETE STRENGTH. 11=7,000 PSI 3. REINFORCING: BAR: ASTM A615, GRADE 60. 4. SEE SHOP DWGS, FOR ADM. DETAILS. 5. ASSUME WATERTASLE AT LEAST 17-0' BELOW GRADE FOR STRUCTURE TO RESIST BUOYANCY. 6. PROVIDE ADD I REINFORCING AT OPENINGS EOUAL TO THE BARS INTERRUPTED, HALF EACH SIDE (UNLESS NOTED OTHERWISE). ADM BARS TO BE IN THE SAME PLANE. 7. PROVIDE 44 DIAGONAL TRIM BARS AT OPENINGS. EXTEND 1'-0' MIN. IN EACH DIRECTION. BEND W REQUIRED TO MAINTAIN BAR COVER. 8. DRILL AND EPDXY 414 DOWEL TO MATCH BAR SPACING IN WALLS: HORIZONTAL: BOTH FACES, VERTICAL INSIDE FACE. EPDXY TO BE POWERS POWERFAST + ADHESIVE ANCHOR SYSTEM. EMBED BARS 4' MIN. U.N,O. INSTALL PER MANUFACTURERS RECOMMENDATIONS. ENDWALL DETAILS (PIECE P -E & P -H) (NOTE: PIECE P -A & P -D SIM.) 1' -O" 1 24" #4x2 -3" DOWELS @ 12"o.c. 1' -9" LAP 6" EMBED #4@ 12 "o.c.,e.w. CENTER VERT. BARS IN WALL. TYP. INTERNAL BAFFLE WALL DETAILS #5@7 "o.c. L -BARS 7'-6" 10" 10" 5'-61" 2 rt./ SEE BELOW FOR REINFORCING (TYP. BOTH DIRECTION) 1 —2'-6° PLAN VIEW(PIECE P -H) #5@12"o.c.,e.w. — #4 @12 "o.c. #4 @12 "o.c. #4@18 "o.c. (TYP. WALLS) 1' COV. S (TYP.) —1' -0" » #6 @10 O.C. #8 BARS @4 ^,1 +"o.c. 18' -0" SECTION VIEW(PIECE P -H) 19'-8" 18' -0" #4@ 12 "o.c. #4@18 "o.c. (TYP. WALLS & SLAB) #4@12 "o.c. #8 BARS @5$ "o.c.-\ 5' -9n RLVIEWED FOR CODE COMPLIANCE rtglirtvEn 7---MAR 18 2011 1'.0 "-- 2'-6" (TYP.) �— #4@12 "o.c. SECTION VIEW(PIECE P- A,P -B,P -C & P -D) PRECASTING GRANITE al CONCRETE INC. au mmws our saorr w wa pr, vi-20111 1-1100410-1231 arc lc v,-a4eo DRAWN BY: SDG DATE: 12/5/10 0 1/10/10 CNA ISSUE FOR ENCINEERING STJ DATE: 12/5/10 SCALE: N.T.S. sHEEr' Rebai2 PROJta: BOW LAKE RECYCLING & TRANSFER STATION pity of Tukwila MLDING DIVISION #5 @7 "o.c. L -BARS RECEIVED JAN 13 2011 PERMIT CENTER STRUCTURE TIRE WASH VAULT REV CUSTOMER SHINN MECHANICAL GROUT FILL 1/2" TYP. GAP BETWEEN PIECES (+ / -1 /2 ",0 TO 1") N 0 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 TYPICAL P -E & P -F INTERIOR WALLS. PROVIDE GROUTING BED BETWEEN INTERIOR WALLS BEFORE SETTING UPPER UNITS TYPICAL P-A & P-B INTERIOR WALLS. SECTION, INTERIOR WALL JOINT DETAIL N.T.S 1.06.C.2 (Tire Wash Vault) 1/2' GROUT FILL 1/2" 1/2' TYP. GAP BETWEEN PIECES (+ / - 1/2',0 TO V) BASE, TOP EXPANDABLE FOAM IN A CAN OR BACKER ROD SHALL BE USED TO GROUT EXTERIOR PRIOR TO FILLING CENTRAL CAVITY. TO BE SUPPLIED BY OTHERS. JOINT DETAIL N.T.S NOTE BOTTOM UNITS HAVE JOINTS REVERSED FOR INVERTED SHORT SPAN PIECES a a PROVIDE GROUTING BED BETWEEN INTERIOR WALLS BEFORE SETTING UPPER UNITS P -E BOTTOM OF TOP SLAB P-F INTERIOR WALL. SECTION, INTERIOR WALL JOINT DETAIL N.T.S 1/2' 1' GROUT FILL 1/2' 1/2' TYP. GAP BETWEEN PIECES (+ / - 1 /2',0 TO 1') EXPANDABLE FOAM IN A CAN OR BACKER ROD SHALL BE USED TO GROUT EXTERIOR PRIOR TO FILLING CENTRAL CAVITY. TO BE SUPPLIED BY OTHERS. 3 -SIDED TOP. TOP JOINT DETAIL N.T.S ERAIVITE PRECASTING & CONCRETE INC. N/ e 4116 Gomm SPUR. suMUxw. WA tam (3eo) 571 -4051 1- eoo-a0e -ml Fwc (sea) 471 -0750 zi/s/0 1.06.C.3 REVIEWED FOR CODE COMPLIANCE iimartimo MAR 18 2011 City ot Tukwila BUILDING n;VImON ECE VE D JAN 13 2011 PIT CENTER DRAWN BY: CHA BATE 12/9/10 STRUCTURE CHECKED �° TIRE WASH VAULT JP °Alt' 12/9/10 SCALE: N.T.S. SHEET: 14 0 0 11/9/10 STJ ISSUE FOR APPROVAL PROJECT: BOW LAKE RECYCUNG & TRANSF. STATION CUSTOMER: SHINN MECHANICAL Locking Lifting Hook or Sha Load Handling Capacity to be Determined by Contractor ■ I.06.C.2 (Tire Wash Vault) Locking Lifting Hook or Load Handling Capacity to be Determined by Contractor 15' min. Cable Length for 10' Span, 12' Lay Length Culvert Culvert Piece by GPC Starcon (4) Places Typ. SPLIT BOX BOTTOM --LIFTING DIAGRAM DETAIL A SCALE 1 / 16 1.06.C.3 Please follow the instnuotions outlined below to Insure a smooth Installation of your Pre -Cast Detention Vault: 1. Make sure that subbase is prepared for installation. The Detention Bottoms should be placed on undisturbed soil leveled with 4 to 6 inches of pea gravel or 3/8" +/- compacted rock. Allow for soil PSI Requirements as specified per Engineering Calculations. 2. Make sure that crane meets required maximum weight pick. Rig and set first required piece. 3. Accurate alignment of Detention Vault Bottoms is critical for proper fit of Culvert Tops 4. Apply Mastic Joint Sealant to Top of Bottom Detention and Place Top Pieces flush to outside. 5. Continue setting consecutive pieces. Make sure that pieces are aligned properly. Set pieces as dose together as possible. 6. Gran Culvert Angled Pieces, per drawing requirements. Materials Wt Lbs Vol CF.FT SSD Cement Factor Sacks Typ W/C Water 4.81 300 9.0 I/11 .35 Cement 4.30 8.46 6" Slump + / -1" 3/16 Max Agg Fine 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 cure time, per grout specifications, to insure required PSI. 9. Badcflll and compact in 12" lifts. DETAIL B SCALE 1 / 16 /7 Culvert Piece by GPC 15' min. Cable Length for 10' Span, 12' Lay Length Culvert Starcon CI (4) Places Typ. SPLIT BOX TOP LIFTING DIAGRAM ECE9 V E JAN 13 2011 PERMIT CENTEF VIEWED FOR COMPLIANCE PRAM, R 18 2011 of Tukwila G DIVISIfM GRANITE PRECASTING rzffilk®4iOi 7I- SE11.610 H.6E[i11YGI A X,is 3671. er' ST) DA 11/16/10 CHECKED ere DS OATEN 11/17/10 loess NTS SAUD 15 TIRE WASH VAULT 0 11/16/10 ST) ISSUE FOR ENGINEERING BOW LAKE RECYCLJNE & TRANSF. STATION SHIN]N MECHANICAL 1.06.C.2 (Tire Wash Vault) PILL COPY D,..ow.,. OW" PREPARED FOR: Shinn Mechanical Sheet 1 of YS-- REVIEWED FOR CODE COMPLIANCE APPRfl!I D MAR 182011 City of Tukwila PROJECT: BUILDING DIVISION Bow Lake Recycling & Transfer Station DESIGN COMPUTATIONS FOR: 18'W x 32' -7 "L x 11' -4 "H Tire Wash Vault PREPARED BY: RECEIVED JAN 18 2011 TUKWIIA PUBLIC WORKS 4116 Bakerview Spur Bellingham, WA 98226 Phone: (360) 671 -2251 Fax: (360) 671 -0780 RECEIVED/ v7'o JAN 13 2011 PERMIT CENTER F 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671 -0780 Vault Design: 1.06.C.2 (Tire Wash Vault) Original Design Date: 12/14/10 Revision Date: Design Assumptions (To Be Verified By E.O.R.): Design Load: 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: Unit Wt. of Water: Min. Buoyancy Safety Factor Req'd: Concrete Strength, f'c: Reinforcing Yield Strength, fy: Load Factors: Sheet: Z of $ Customer: Shinn Mechanical Project: Bow Lake Recycling and Transfer Station Job Number: N/A Structure Name: Tire Wash Vaults Structure Size:! Length I Width inside Ht. 32.58' I 18.00' I. 11.33' Top Slab Thickness: 12.0" Bottom Slab Thickness: 12.0" Wall Thickness (Min): 10.00" Base Extension: 0" 45 kip outrigger & HS -20 0.00' 0.00' 120 PCF 150 PCF 6.0' (Below Grade -Min.) 80.0 PCF 80.0 PSF (Ref. ASTM C857/C890: 0.005 *Wheel Load) 8.0' (Ref. ASTM C857/C890) 62.4 PCF 1.0 (See Buoyancy Analysis for Actual Safety Factor) 7,000 PSI 60,000 PSI 1.2 (Live Load) 1.2 (Dead Load) 1.6 (Earth Pressure) (Note, if no Live Load, set DL Factor to 1.4) Capacity Reduction: 0.9 (Flexure) 0.75 (Shear) , )Ord' �Z�DUcko �oAv �q( ?Ol1 P)7JJi +;� �oJ E'\TF .tF � vc�h- CORD OA' k ivoud A446f rro6.0 k� yS k di/in/464A CD TZ'O 0606,.1 , VS1 ,Z) SY {< e-- CO JTna (lop j, 4g 6 - 0/V01 References: (/)(/1ziii'Acr)(I' ��� - .373fc 1.)ACI318 "Building Code Requirements for Structural Concrete ", latest edition. 'C 3F n/or4 ; l,6 usko Fort 13q 2.)ASTM C478 "Specification for Precast Reinforced Concrete Manhole Sections ", latest edition. S-4.4A D6.11dt.i 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. 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671 -0780 Top Slab Design: 1.06.C.2 (Tire Wash Vault) Original Design Date: 12/14/10 Revision Date: N/A Sheet: 3 oft( Analysis Assumptions (To Be Verified By E.O.R.): Live Load: 0.0 Earth Fill : 0.00' Unit Wt. of Soil: 120 PCF Unit Wt. of Concrete: 150 PCF Concrete Strength,fc: 7000 psi Reinforcing Strength,fy: 60000 psi Design Span: 18.83' Bar Cover: 1.50" Dead Load: Top Slab: 0.150 ksf Soil: 0.000 ksf Other: Total: 0.150 ksf Live Load: Wheel Load: LL Distribution Width, e: Impact: Calculate Flexural Moments: Dead Load Moment: Live Load Moment: Total Service Moment,Ms: Factored Moment, Mu: Calculate Flexural Capacity: Trial Bar Size /Spacing: 4Mn= 4)Asfy(d -a /2): 45 kips 5.13' 1.3 Customer: Shinn Mechanical Project Name: Bow Lake Recycling and Transfer Stati Job Number: N/A Structure Name: Tire Wash Vaults (c /c walls, short direction) (e =4 +.06 *Span, 7' max -Ref. AASHTO 17th Ed., Sect. 3.24.3.2) (Per ASTM C890) 6.65 k -ft (w12/8, w =dead load, 1= design span) 53.69 k -ft (PI /4, P =Wheel Load *Impact /e) 60.34 k -ft 72.41 k -ft #8 @ 4.5" o.c. (As Provided =2.09 sq.in./ft.) 82.40 k -ft OK c= As *Fy /.85 *fc *fi1 *b= 2.51" Where, (31= [0.85- .05 *(f c- 4ksi)]= 0.70 d =Slab- cover- 1 /2Bar Dia.= 10.00" Check Min A. Provided: (Ref. ACI318.10.5.11 As, min= 3dfc /fy *b *d: 0.50 sq.in./ft. (Controls) As Provided >As,min: OK OR 200 *b *d /fy: 0.40 sq.in. /ft. 1.06.C.2 (Tire Wash Vault) 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671 -0780 Check Max Bar Spacing & Serviceability: (Ref. AC1318.10.6.4) p =As/ b *d= 0.01745 Es= 29000000 Ec= 57000 *Vf c= 4768962.151 n= Es /Ec= 6.08 p * n = 0.106133256 k = V(2pn +(pn)2) - pn = 0.3667 j= 1- (k/3)= 0.878 fs= Ms /(As *j *d)= 39387 psi < 2 /3fy= 40000psi OK Original Design Date: 12/14/10 Revision Date: N/A Sheet: 1 of Prnax = (.75 pb) = 0.03081 OK Check Shear: Max Spacing, s= 15(40000/fs)- 2.5Cc= 11.5" OR 12(40000/fs)= 12.2" (Controls) Actual Spacing =4.5" OK VDI: VIA: Vu: 1.29 kips 11.40 kips 15.23 kips [wdl *(Span- 2 *d) /2] [Wheel Load *Impact /e] [LF *Vdl + LF *VII] (@ Support) Shear Capacity, On: 15.06 kips NG , Say OK. Within 2% 1.06.C.2 (Tire Wash Vault) GRANITE a i «C 4116 Bakerview Spur Ph: (360) 671 -2251 Bellingham, WA 98226 Fax (360) 671 -0780 Project 301-/ CAlc4 77j?6 VAIN WILA1 Sheet No: S of 'if Engineer. SCI Date: 40 Drafter: Date: — L r- 7, 1 ' I i 1 1 j p -- _, _" '-_ _op ? 9,[44 4iL• __,.. i ; I 1 i 1- L.6-P6. .1.7._ 1 I i ? i_ .A,46%.6)___s_._ I { i __„___ --t- 1 -1- -, 11. ? ._1... „ II 1 : i #1 t , i 1 } i , .- , 1 i ; 1? ,, -; i I 1 I 1 1! 1 ? 1 ? f i i ,: : . t i _ _ ! I 1 f is .__ __, _ i f _ 1 ? 1 i j � 1 i 0 ! � ' � jc cg, 6/ 1(71,5)/z.ffe,i I RQ / , ' ' G 1 1___ ! I -I ( G _! i I . 1 rives I 1 ? --.12,L __ i ? ; lc -4,e4)- ,__ _ I i ? t , r �___ , l_.. _ l_.._L..L...f E � t 711 E - -� - '.._. c.'yi I 1 ? 1 j, -...' 1 _..__.fr6--1•fr�'- -1'__ 1.7. _ )/s-37.:777i 1 1 I I I �i .a g_ _7 Liz '71....,..i:._ i 1 1 i -.1. i � ! / f /Gi7... f � _ `74.7? 1 _`_ �/ I LT ? I i 1 �!._._rl_4_(/ I 1 i-- -47 ._... ✓1 -K -_(..►'- -!. i / -. ! ' 1 ... 1 'Z i I I ! I 1 I 4 i ! I--- I ' t� Afv.Y.... i. ' -- -#-- -r 4— / \�� 7 I I I I � _ I Li --i ----1 i 1 1 I • .'.. +`_ I- 1 ( I1 , __S } ! i ' i I R-• I. ..! ` _- I-' i f ? ? I... -- -;---- --4- 1 /1I1 I1 7� }I1 /) 7 �I (( I { I 1 I 1 t".. f_. _ y j f I . 1 I j I ? I 1 1 1 1 , 1 i i 1 1 i i, I i ; ! • I 1 .�_ I ? 1 ! i I FF 1 1 1 I • I WA= 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671 -0780 1.06.C.2 (Tire Wash Vault) Original Design Date: 12 /14/10 Revision Date: N/A Sheet: 6_0fil Customer: Shinn Mechanical Project Name: Bow Lake Recycling and Transfer Station Job Number: N/A Structure Name: Tire Wash Vaults Member: (PG Top Slab: Adi to Openings, to 4' -7" from Support,Bot. Mat) Member Thickness: Bar Cover: Concrete Strength, f c: Beam Width, b: Factored Moment, Mu: Service Moment, Ms: Calculate Flexural Capacity: 12" 1.5" 7000 PSI 23.0" 13642 K -FT' Bar Size /Qty: (5)- #8.0 (As Provided =3.93 sq.in./ft.) (Reinforcing provided either side of opening due to #8 @4.5" of main slab -add'I bar not req'd.) $Mn= $Asfy(d -a /2): 161.50 k -ft OK c= As *Fy /.85 *fc *p1 *b= 2.46" Where, p1= [0.85- .05 *(f c- 4ksi)]= 0.70 a =c *p1= 1.72" d= Thickness - Cover- 1 /2Bar Dia.= 10.00" Check Min A. Provided: (Ref. ACI318. 10.5.11 As, min= 3Vfc /fy *b *d: 0.96 sq.in. /ft. OR 200 *b *d /fy: 0.77 sq.in. /ft. (Controls) As Provided >As,min: OK Check Max Bar Spacing & Serviceability: (Ref. ACI318. 10.6.41 p = As / b * d = 0.01707 PT,, = (.75 pb) = 0.03081 OK Es= 29000000 Ec= 57000 *Vfc= 4768962 n= Es /Ec= 6.08 p * n = 0.1038 k = V(2pn +(pn)2) - pn = 0.3635 j = 1- (k /3) = 0.879 fs= Ms /(As *j *d)= 33,648 PSI < 2/3fy= 40,000 PSI OK Max Spacing, s= 15(40000/fs)- 2.5Cc= 14.1" OR 12(40000/fs)= 14.3" (Controls) Actual Spacing =5" OK Check Shearz Factored Shear, Vu: Shear Capacity, 4)Vc: (4Vc= 2 *Vfc *b *d /1000) 57.25.KIPS 28.86 KIPS Shear Reinforcing (ACI318, EQ 11 -15): Shear Capacity, $Vs: 35.34 KIPS NG, Shear Reinforcing Required #4 @ (As Provided =0.39 sq.in./ft.) 5.0 "o.c. (Stirrup Spacing) < Max Spa, d /2= 5.0 "o.c. OK Total Shear Capacity, *Vn: 64.21 KIPS > Vu, OK SATE 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671 -0780 1.06.C.2 (Tire Wash Vault) Customer: Project Name: Job Number: Structure Name: Original Design Date: 12 /14/10 --7f Revision Date: N/A Sheet: f of l Shinn Mechanical Bow Lake Recycling and Transfer Station N/A Tire Wash Vaults Member: (PE Top Slab: 12" Wide Beam Adi to 96" Hatch, To & Bot Mat) Member Thickness: Bar Cover: Concrete Strength, fc: Beam Width, b: Factored Moment, Mu: Service Moment, Ms: Calculate Flexural Capacity: 12" 1.5" 7000 PSI 9.5" 39.10 K -FT 32.58 K -FT ) Z ISA 7 D ANAc,75' Bar Size /Qty: (3)- #6.0 (As Provided =1.33 sq.in./ft.) $Mn= 4)Asfy(d -a /2): 56.19 k -ft OK Check Min A. Provided: (Ref. ACI318.10.5.11 As, min =3Vf c /fy *b *d: 0.40 sq.in./ft. (Controls) As Provided >As,min: OK c= As *Fy /.85 *fc *(31 *b= 2.01" Where, 131= [0.85- .05 *(f c- 4ksi))= 0.70 a =c *p1= 1.41" d= Thickness - Cover- 1 /2Bar Dia.= 10.13" OR 200 *b *d /fy: 0.32 sq.in. /ft. Check Max Bar Spacing & Serviceability: (Ref. ACI318. 10.6.41 p = As / b * d = 0.01378 Es= 29000000 Ec= 57000 *Vfc = 4768962 n= Es /Ec= 6.08 p * n = 0.0838 k = V(2pn +(pn)2) - pn = 0.3341 j= 1- (k/3)= 0.889 fs= Ms /(As *j *d)= 32,785 PSI Max Spacing, s= 15(40000 /fs)- 2.5Cc= 14.6" (Controls) Actual Spacing =3" OK Check Shear; Factored Shear, Vu: Shear Capacity, $Vc: (4Vc= 2 *Vfc *b *d /1000) 57.70 KIPS 12.07 KIPS Shear Reinforcing (AC1318, EQ 11 -15): Shear Capacity, (Vs: 53.68 KIPS Total Shear Capacity, $Vn: 65.75 KIPS Amax = (.75 Pb) = 0.03081 OK 2/3fy= 40,000 PSI OK OR 12(40000/fs)= 14.6" JZ is 4 3D AIAAL70J NG, Shear Reinforcing Required 4/8" @ (As Provided =0.39 sq.in. /ft.) 2.0 "o.c. (Stud Spacing) < Max Spa, d /4= 2.5 "o.c. OK (Assume 36ksi studs - Conservative) > Vu, OK 1 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671 -0780 1.06.C.2 (Tire Wash Vault) Original Design Date: 12 /14/10 Revision Date: N/A Sheet: 6 off Customer: Shinn Mechanical Project Name: Bow Lake Recycling and Transfer Station Job Number: N/A Structure Name: Tire Wash Vaults Member: (PE To Slab: Adi to Long Side 96" Hatch, To & Bot Mat) Member Thickness: Bar Cover: Concrete Strength, fc: Beam Width, b: Factored Moment, Mu: Service Moment, Ms: Calculate Flexural Capacity: 12" 2.3" 7000 PSI 24.0" 97.24 K -FT '81.03 K -FT 97,29//,2 (Min.) (29.2 k -ft/ft * 3.33 max beam width) Bar Size /Qty: (7)- #6.0 (As Provided =3.09 sq.in. /ft.) •Mn= 4,A,fy(d -a /2): 121.42 k -ft OK c= As *Fy /.85 *fc *R1 *b= 1.86" Where, 131= [0.85- .05 *(fc- 4ksi)]= 0.70 a= c *(31= 1.30" d= Thickness - Cover- 1 /2Bar Dia.= 9.38" Check Min A. Provided: (Ref. ACI318. 10.5.11 As, min= 3Vfc /fy *b *d: 0.94 sq.in. /ft. OR 200 *b *d /fy: 0.75 sq.in./ft. (Controls) As Provided >As,min: OK Check Max Bar Spacing & Serviceability: (Ref. AC1318.10.6.41 p = As / b * d = 0.01374 Pmax = (.75 ph) = 0.03081 OK Es= 29000000 Ec=57000*Vfc= 4768962 n= Es /Ec= 6.08 p * n = 0.0836 k = d(2pn +(pn)2) - pn = 0.3337 j= 1- (k/3)= 0.889 fs= Ms /(As *j *d)= 37,737 PSI < 2/3fy= 40,000 PSI OK Max Spacing, s= 15(40000 /fs)- 2.5Cc= 10.3" OR 12(40000/fs)= 12.7" (Controls) Actual Spacing =3" OK Check Shear: Factored Shear, Vu: Shear Capacity, 4)Vc: (4Vc= 2 *Vfc *b *d /1000) 22.10 KIPS 28.24 KIPS g /S A OK Mkt 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671 -0780 1.06.C.2 (Tire Wash Vault) Original Design Date: 12/14/10 Revision Date: N/A Sheet: loft Customer: Shinn Mechanical Project Name: Bow Lake Recycling and Transfer Station Job Number: N/A Structure Name: Tire Wash Vaults Member: PE Top Slab:(Longitudinal Reinforcing) Member Thickness: Bar Cover: Concrete Strength, f c: Beam Width, b: Factored Moment, Mu: Service Moment, Ms: Calculate Flexural Capacity: Bar Size /Spacing: 12" 7000 PSI 12.0" 1 7AA0: K-FT 20.33 K -FT P-(11.71 #6 @ 8" o.c. (As Provided =0.66 sq.in. /ft.) •Mn= $Asfy(d -a /2): 29.36 k -ft OK Check Min A. Provided: (Ref. ACI318. 10.5.11 As, min= 3Vfc /fy *b *d: 0.51 sq.in. /ft. (Controls) As Provided >As,min: OK c= As•Fy /.85 *fc *[i1 *b= 0.80" Where, 131= [0.85- .05 *(fc- 4ksi)]= 0.70 a= c *(31= 0.56" d= Thickness- Cover- 1 /2Bar Dia.= 10.13" OR 200 *b *d /fy: 0.41 sq.in. /ft. Check Max Bar Spacing & Serviceability: (Ref. AC1318. 10.6.41 p =As/ b *d= Es= Ec= 57000 *Vfc = n= Es /Ec= p * n = k = V(2pn +(pn)2) - pn = j= 1- (k /3)= fs= Ms /(As* j *d)= 0.00545 29000000 4768962 6.08 0.0332 0.2265 0.924 39,329 PSI Pmax = (.75 pb) = 0.03081 OK < 2/3fy= 40,000 PSI OK Max Spacing, s= 15(40000 /fs)- 2.5Cc= 11.5" (Controls) Actual Spacing =8" OK Check Shear: Factored Shear, Vu: Shear Capacity, (1)Vn: (4Vn= 2*Vfc•b *d /1000) 7 ioxIPS 15.25 KIPS OK OR 12(40000 /fs)= 12.2" wawa 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671 -0780 1.06.C.2 (Tire Wash Vault) Original Design Date: 12 /14/10 Revision Date: N/A Sheet: /0 ofir Customer: Shinn Mechanical Project Name: Bow Lake Recycling and Transfer Station Job Number: N/A Structure Name: Tire Wash Vaults Member: (PE Top Slab: Transverse Reinforcing) Member Thickness: Bar Cover: Concrete Strength, f'c: Beam Width, b: Factored Moment, Mu: Service Moment, Ms: Calculate Flexural Capadty: Bar Size /Spacing: 12" 2.25" 7000 PSI 12.0" 16.20 K -FT 50 K -FT /6.z 1. #6 @ 10" o.c. (As Provided =0.53 sq.in. /ft.) •Mn= 4)A,fy(d -a /2): 21.83 k -ft OK Check Min A. Provided: (Ref. ACI318. 10.5.11 As, min= 3Vfc /fy *b *d: 0.47 sq.in./ft. (Controls) As Provided >As,min: OK c= As *Fy /.85 *f'c *p1 *b= 0.64" Where, 01= [0.85- .05 *(fc- 4ksi)]= 0.70 a =c *131= 0.45" d= Thickness- Cover- 1 /2Bar Dia.= 9.38" OR 200 *b *d /fy: 0.38 sq.in. /ft. Check Max Bar Spacing & Serviceability: (Ref. AC1318.10.6.41 p =As/ b *d= Es= Ec= 57000 *Vfc = n= Es /Ec= p * n = k = V(2pn +(pn)2) - pn = j= 1- (k/3)= fs= Ms /(As *j *d)= 0.00471 29000000 4768962 6.08 0.0287 0.2125 0.929 35,079 PSI Pmax = (.75 ph) = 0.03081 OK < 2/3fy= 40,000 PSI OK Max Spacing, s= 15(40000 /fs)- 2.5Cc= 11.5" (Controls) Actual Spacing =10" OK Check Shear: Factored Shear, Vu: Shear Capacity, cOVn: (•Vn= 2 *Vfc *b *d /1000) 14.12 KIPS %ZlSJ4 OK OR 12(40000 /fs)= 13.7" 1.06.C.2 (Tire Wash Vault) Project: , f6 IA/ c 4 % / jay idhigi Vida- Sheet No: if of YS Engineer: SO4 •GRANITE a =INGE NE. 4116 Bakerview Spur Ph: (360) 671 -2251 Bellingham, WA 98226 Fax: (360) 671 -0780 Date' Drafter. Date: 1 i 1 ! 1 j r t i 1 i t i i +.. i 1 ! 1 I i yy f //fir �rA//�A /// / /�j� /� I 1 _i_ i_ i I— -1- I /0: " ),7227.1.....*.c.Liek,0:.. t. , : 1 /4,t-/ `J ,N T IZ A$ j /zn%�cat'vv�n/Tlo,�viD�� T� Ds % TJLiQD P4f , i 1 - 1 , 1 4_ 1 . 1 s L 1 .,,.)Ad4r . ✓.J 1(11 � .z. f / / 1 ➢ , r 3 , i r . O i • ; T,Z +Ji 46' Z , $ 1!' I 7 _ Zi Ayr . C ' J! i i 1 1 1 !.._ ! +-- . P. i ! i i 1 l ii i i 1 ri 1 i 1 1 , 1 1 I ` 1 � 0 .�G! 1 ' L 1 1 I i i j i ! ! ! S�Ogs 1 It M -- i , i i ! 4. . 1 i ! 1 1 ! f i ? 1 s i � 1 er4 1 1 i ' i � ' 4 i i ' i ! 1 I 1 1 i , , I i X . fr 1..__ J 57) Z r(4*. 1l1(f sj 7-7 - -1 1°14 G b b �� ?�� ��>�N�s ' - - I- - - -- ��. i..(�� %i 2�L'�. 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L. 131:11:11:11:117 mama 11M 1 gi IM gi ampacumma ' , r 1 mum -- _ 21:11:11:11:11:1131:11:11:11313131:11:11:1CI13 CICI L_ _ nacmciacumacniaciaacumin kt eacip13© 1-----Agi ci nocummeaciaciacummiatia 4 10411dOCIOCIDO CIOCIOCICIMICIO 213131:1131:11111:1131313131:11:1131:1131:1C113 I ! i:1 2131301:11:11:1131:1131:10001131:11:100. 4 ' i •i 21:113131:11:11:11:11013110113111131:11:113C11:1 I . I L 13131301:11r, 16 Aiigi CIOC11:113 r ODOM 21:11:113C1131:101:11313131:11:1111C1131111:113 1 1 ' 21:1131:11313130C112131301:1131:11:11311113 rL-' x 13cita13m.-i- 213131:11:11:101:10C11:1131:1131:11:101:1111C1 - -- nounacionumfammacmocumeRammosocummen acmaaacinagamenanacusarga ---'-'-' x - x CICICICIDOCICICIO maameamos VS K Top Slab: Unit PE 4>, Nov 30, 2010 at 10:53 AM TireWash-PE.r3d .Y IZ .X 1.06.C.2 (Tire Wash Vault) 4 1 L P/A/A) ES* I +— 90 71 - -ko-A-10ib,11(44 -11 I -AN 4- -i- f 1:1 164 202 240 ttT 278 137 L -44175 _1.1_ _it ; 210 1" 251 i • 289 327 365 4 403 -$4441 --it4517 -44.1555 4593 4631 2 78 116 154 '192 230 68 LOK LoAll 521,1530 •,453 567 44606 82 20 58 96 34 572 0 48 86 724 7 72 7 72 72 73 73 73 7 73 73 73 73 3 74 7 74 7 .• Results for LC 1, LL-1 (f) . . • 14ALA'' ri5 . ^5_61°1' 74 7 ; 7 I7 7 7 7 •7 7175 717 7 Top Slab: Unit PE LL-1: Longitudinal Moments (Factored) Nov 30, 2010 at 10:26 AM TireWash-PE.r3d Plate Moment x k-ft per ft 14.8 11.7 I 8.6 5.5 , 2.4 ..7 -3.8 -6.9 -10 -13.1 -16.2 17#010 066 Y 1.06.C.2 (Tire Wash Vault) Results for for LC 1, LL-1 (f) Top Slab: Unit PE LL1: Transverse Moments (Factored) Nov 30, 2010 at 10:44 AM TireWash-PE.r3d Moment y k-ft per tt 6.76 3.46 .16 - -3.14 . -6.44 1- -9.74 -13.04 -16.34 • -19.64 -22.94 -26.24 1.06.C.2 (Tire Wash Vault) Loads: BLC 2, LL-1 Results for LC 1, LL-1 (f) i Top Slab: Unit PE Nov 30, 2010 at 10:52 AM LTireWash-PE.r3d ZIZZiataiirliZZAZZIZZZZLIZZIELIZIZEZZELIZZELIEZZEELIE ZIP40 ====P5413====P611)====="2122EZM ZZIEIZEZIMGME111 11111111111=E2 maizzzzazzam 21211111112111111223 ZEZIGIE _ 111MZIMEEZZMICM MMMEMEMEMM EZIMMIEMEME MEM= __,. 1111:31M3IMZIMMEZ CEMZEIZEZZEIM 1111212== __ _ _ . MIME= --NM , MEZZLIECMEIEM MU= MEMEIMMEMMMEMMEIMMEEMZI MEE= M 22MMIZE C ZIMMEMMEIMMMEMMCCMIINIZZIE ,__ _ iMEIMMEEMZECOMEIECEMZEMM 221Z11112=EIZIMMMMOIEMZEMM11_ -t Emizazzimmumm MEMEMF CIMMEEM 1.E 0========== 1 i M aZIMMOMMENSEZMIMMMEEMMM MCM= El- ZIMMENEMMEM=MMEMIZIMM 111:=ZIEET 70 ' 70 .• ME- MMEMI2=====1312121 1112121MMEMMIMM-1- 611=111================= -=smammmmma====m=rgxz:===. 70i• 71 '7 4' Loads: BLC 2, LL-1 Results for LC 1, LL-1 (f) i Top Slab: Unit PE Nov 30, 2010 at 10:52 AM LTireWash-PE.r3d 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671 -0780 1I.06.C.2 (Tire Wash Vault) Original Design Date: 12/14/10 Revision Date: N/A Sheet: .os Customer: Shinn Mechanical Project Name: Bow Lake Recycling and Transfer Station Job Number: N/A Structure Name: Tire Wash Vaults Member: (PF To Slab: 18" Wide Beam Adi to 96" Hatch, Top & Bot. Mat) Member Thickness: Bar Cover: Concrete Strength, f'c: Beam Width, b: Factored Moment, Mu: Service Moment, Ms: Calculate Flexural Capacity: $Mn= $A,fy(d -a /2): 12" 1.5" 7000 PSI 3,0., 59:70 K -FT 49.75 K-FT BarSize /Qty: (3)- #7:0 (As Provided =1.80 sq.in. /ft.) 77.58 k -ft OK Check Min A. Provided: (Ref. AC1318.10.5.11 As, min =3Vf c /fy *b *d: 0.76 sq.in. /ft. (Controls) As Provided >As,min: OK c= As *Fy /.85 *f'c *131 *b= 1.44" Where, (31= [0.85- .05 *(f c- 4ksi)]= 0.70 a= c *131= 1.01" d=Thickness-Cover-1/2Bar Dia.= 10.06" OR 200 *b *d /fy: 0.60 sq.in. /ft. Check Max Bar Spacing & Serviceability: (Ref. AC1318. 10.6.4) p =As/ b *d= Es= Ec= 57000 *Vf'c = n= Es /Ec= p *n= k = V(2pn +(pn)2) - pn = j= 1- (k/3)= fs= Ms /(As *j *d)= 0.00996 29000000 4768962 6.08 0.0606 0.2927 0.902 Pmax = (.75 pb) = 0.03081 OK 36,444 PSI < 2/3fy= 40,000 PSI OK Max Spacing, s= 15(40000 /fs)- 2.5Cc= 12.7" (Controls) Actual Spacing =7" OK Check Shear: Factored Shear, Vu: Shear Capacity, 4Vc: (4Vc= 2*Vf'c *b *d /1000) 22.73 KIPS Shear Reinforcing (ACI318, EQ 11 -15): Shear Capacity, CVs: 23.71 KIPS Total Shear Capacity, $Vn: 46.44 KIPS OR 12(40000 /fs)= 13.2" (23 *1.5') (Note: Provide adj hatch @ free edge and over NG, Shear Reinforcing Required supporting wall below) 4/8" @ (As Provided =0.39 sq.in./ft.) (2 -Rows of studs) 4.5 "o.c. (Stud Spacing) < Max Spa, d /2= 5.0 "o.c. OK (Assume 36ksi studs - Conservative) > Vu, OK as 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671 -0780 1.06.C.2 (Tire Wash Vault) Original Design Date: 12/14/10 Revision Date: N/A Sheet: Jof Customer: Shinn Mechanical Project Name: Bow Lake Recycling and Transfer Station Job Number: N/A Structure Name: Tire Wash Vaults Member: (PF Top Slab: Transverse - Sot. Mat) Member Thickness: Bar Cover: Concrete Strength, f'c: Beam Width, b: Factored Moment, Mu: Service Moment, Ms: Calculate Flexural Capacity: Bar Size /Spacing: 12 2.5" 7000 PSI 12.0" ;}3 K-FT x11.17 K FT (NA #5 @ 8" o.c. (As Provided =0.46 sq.in./ft.) •Mn4Asfy(d -a /2): 18.63 k -ft OK c= As *Fy /.85 *f c *131 *b = 0.55" Where, 131= [0.85- .05 *(Pc- 4ksi)]= 0.70 a =c *131= 0.39" d= Thickness - Cover- 1 /2Bar Dia.= 9.19" Check Min A. Provided: (Ref. ACI318.10.5.1) As, min= 3Vfc /fy *b *d: 0.46 sq.in./ft. OR 200 *b *d /fy: 0.37 sq.in. /ft. (Controls) As Provided >As,min: NG 4/3 As Provided, OK Check Max Bar Spacing & Serviceability: (Ref. ACI318.10.6.41 p =As/ b *d= 0.00417 Es= 29000000 Ec= 57000 *Vf'c = 4768962 n= Es /Ec= 6.08 p * n = 0.0254 k = V(2pn +(pn)2) - pn = 0.2014 j= 1- (k /3)= 0.933 fs= Ms /(As *j *d)= 33,984 PSI < 2 /3fy= 40,000 PSI OK Pmax = (.75 pb) = 0.03081 OK Max Spacing, s= 15(40000/fs)- 2.5Cc= 11.4" (Controls) Actual Spacing =8" OK Check Shear: Factored Shear, Vu: Shear Capacity, cl)Vn: (4Vn= 2 *Vfc *b *d /1000) f SKIPS OR 12(40000 /fs)= 14.1" (Except Near Openings - See Beam Design) 13.84 KIPS OK gimps= 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671 -0780 1.06.C.2 (Tire Wash Vault) Original Design Date: 12 /14/10 Revision Date: N/A Sheet: Aof Customer: Shinn Mechanical Project Name: Bow Lake Recycling and Transfer Station Job Number: N/A Structure Name: Tire Wash Vaults Member: (PF Top Slab: Transverse - Top Mat) Member Thickness: Bar Cover: Concrete Strength, f'c: Beam Width, b: Factored Moment, Mu: Service Moment, Ms: Calculate Flexural Capadty. Bar Size /Spacing: 12" 2.5" 7000 PSI 12.0" 30.60 K -FT 25.50 K-FT #7 @ 7" o.c. (As Provided =1.03 sq.in./ft.) $Mn= c0A,fy(d -a /2): 40.03 k -ft OK Check Min A. Provided: (Ref. ACI318. 10.5.11 As, min= 3■fc /fy *b *d: 0.45 sq.in./ft. (Controls) As Provided >As,min: OK c= As *Fy /.85 *f'c *(i1 *b= 1.24" Where, 01= [0.85- .05 *(fc- 4ksi)]= 0.70 a =c *131= 0.87" d= Thickness - Cover- 1 /2Bar Dia.= 9.06" OR 200 *b *d /fy: 0.36 sq.in. /ft. Check Max Bar Spacing & Serviceability: (Ref. ACI318. 10.6.4) p =As/ b *d= 0.00948 Es= Ec= 57000 *Vfc = n= Es /Ec= p *n= k = V(2pn +(pn)2) - pn = j= 1- (k/3)= fs= Ms /(As *j *d)= Pmax = (.75 pb) = 0.03081 OK 29000000 4768962 6.08 0.0576 0.2867 0.904 36,217 PSI < 2/3fy= 40,000 PSI OK Max Spacing, s= 15(40000 /fs)- 2.5Cc= 10.3" (Controls) Actual Spacing =7" OK Check Shear: Factored Shear, Vu: Shear Capacity, $Vn: (4 Vn= 2 *dfc *b *d /1000) 1.67 KIPS 13.65 KIPS OK OR 12(40000 /fs)= 13.3" MMUS 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671 -0780 1.06.C.2 (Tire Wash Vault) Original Design Date: 12 /14/10 Revision Date: N/A Sheet: /loft— Customer: Shinn Mechanical Project Name: Bow Lake Recycling and Transfer Station Job Number: N/A Structure Name: Tire Wash Vaults Member: PF To Siab:(Longitudinal - Bottom Mat) Member Thickness: Bar Cover: Concrete Strength, fc: Beam Width, b: Factored Moment, Mu: Service Moment, Ms: Calculate Flexural Capacity: Bar Size /Spacing: .12" 1.5" 7000 PSI 12.0" 20.0 K -FT 24 K-FT (,L ft A #7 @ 8" o.c. (As Provided =0.90 sq.in. /ft.) •Mn= 4,Asfy(d -a /2): 39.30 k -ft OK Check Min A. Provided: (Ref. ACI318,10.5.11 As, min= 3Vfc /fy *b *d: 0.51 sq.in. /ft. (Controls) As Provided >As,min: OK c= As *Fy /.85 *fc *(31 *b= 1.08" Where, 131= (0.85- .05 *(f c- 4ksi))= 0.70 a =c *31= 0.76" d= Thickness - Cover- 1 /2Bar Dia.= 10.06" OR 200 *b *d /fy: 0.40 sq.in./ft. Check Max Bar Spacing & Serviceability: (Ref. AC1318. 10.6.41 p =As/ b *d= Es= Ec= 57000*Vfc= n= Es /Ec= p *n= k = V(2pn +(pn)z) - pn = j= 1- (k /3)= fs= Ms /(As *j *d)= 0.00747 29000000 4768962 6.08 0.0454 0.2594 0.914 35,096 PSI Pmax = (.75 pb) = 0.03081 OK < 2/3fy= 40,000 PSI OK Max Spacing, s= 15(40000 /fs)- 2.5Cc= 13.3" (Controls) Actual Spacing =8" OK Check Shear: Factored Shear, Vu: Shear Capacity, 4)Vn: (4Vn= 2*Vfc *b *d /1000) - . • 7;1AKC1PS 15.15 KIPS OK OR 12(40000 /fs)= 13.7" wpm§ 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671 -0780 1.06.C.2 (Tire Wash Vault) Original Design Date: 12 /14/10 Revision Date: N/A Sheet: 10 of lir Customer: Shinn Mechanical Project Name: Bow Lake Recycling and Transfer Station Job Number: N/A Structure Name: Tire Wash Vaults Member: PF Top Slab:(Longitudinal - Top Mat) Member Thickness: Bar Cover: Concrete Strength, fc: Beam Width, b: Factored Moment, Mu: Service Moment, Ms: 42.42 K-FT 1g.ctf., 12" 1.50" 7000 PSI 12.0" 14.90 K -FT Calculate Flexural Capacity: Bar Size /Spacing: #5 @ 8" o.c. (As Provided =0.46 sq.in./ft.) $Mn=4 Asfy(d -a /2): 20.70 k -ft OK Check Min A. Provided: (Ref. ACI318.10.5.11 As, min= 3Vfc /fy *b *d: 0.51 sq.in./ft. OR (Controls) As Provided >As,min: NG 4/3 As Provided, OK Check Max Bar Spacing( & rviceability: (Ref. ACI318.10.6.41 p = As / b * d = 0.00376 Es= 29000000 Ec= 57000 *Vfc = 4768962 n= Es /Ec= 6.08 p * n = 0.0229 k = V(2pn +(pn)2) - pn = 0.1923 j= 1- (k/3)= 0.936 fs= Ms /(As *j *d)= 33,968 PSI c= As *Fy /.85 *fc *[31 *b= 0.55" Where, 131= [0.85-.05 *(fc- 4ksi)1= 0.70 a= c *81= 0.39" d= Thickness - Cover- 1 /2Bar Dia.= 10.19" 200 *b *d /fy: 0.41 sq.in. /ft. Pmax = (.75 Pb) = 0.03081 OK 2 /3fy= 40,000 PSI OK Max Spacing, s= 15(40000 /fs)- 2.5Cc= 13.9" OR (Controls) Actual Spacing=8" OK Check Shear: Factored Shear, Vu: Shear Capacity, 4)Vn: (4Vn= 2*Vf'c* b *d /1000) 12.00 KIPS 15.34 KIPS OK 12(40000 /fs)= 14.1" 1.06.C.2 (Tire Wash Vault) r PC LOAD LoCAT)ovi (APPLto toperbi/Ron.,) 11-C K IMCINZEIMIXO Pi° =X= P2° MIEZEMEM= P30 CESEMEMEEll. 0 P40:11=========== P7° Mil= EMCEE P8° COM1 P83=C;111= P84:11===IMMEZIZZZZZZiri liri illIZZZZZZZZEZZ=ZZEZZEZZEZZZZZZZZZ r ' AZ lE EZZZEZZZEZZZCZEZZZIZZEMEZZZEZZZI! ZITZZZZEIZZEZZCZEZZ=ZSIZEAZIEZZZZZEZL EZZ=12================= 3====ZZEZEZZMIZZ2========= ====== 56 ===========FF , i I r t_ t . ======= El CZ 2: 1 +- 4- - M=MMMEMEMMMMM AZ M = ZMIZZSZ=EZZIMEMZEIZEMIZE MS L , =I: =========2 EM =================== Results for LC 4, LL-4 (Factored) LL-6 K LL-3 ain; Dec 2, 2010 at 2:48 PM TireWash-PF.r3d 1.06.C.2 (Tire Wash Vault) ClIZEDCZNZ312 Pi° 20111=102010E P20 C=121=11:21: P30 an= P70 giSlai= El P40 P50 1:12:20=CIA:= P60 ================= .P• i FsB.:1.03 i A (Dik""5 G: i ILA" ..-r '((fl 1.. .. I _: — .! _ . i L .‘1. T_4.(-t 1237 2121 tkca imizziratararazzczazzathaz :::: ========= ===== ZS -7 ========= Results for LC 1, LL-1 (Factored) 0---/;PeY6 18,m. LL-c; P6fi: 35.36 pas.: 11.5Y 76 ag: Z9.06 ? ; r4601: CS6 Av6.; N i,$) ccofito Dec 2, 2010 at 11:40 AM Results for LC 16.11 (Faci...25N1 • Dec 2, 2010 at 3:02 PM TireWash-PF.r3d 1 28.3 19.5 10.7 1.9 -8.9 ! , -24.5 214.5 -33.3 -42.1 - -50.9 -59.7 N. .Y .Z .X 1.06.C.2 (Tire Wash Vault) Results for LC 2, LL -2 (Factored) Dec 2, 2010 at 3:03 PM TireWash- PF.r3d Plate Moment x ; k -ft per ft , 14.9 1 10.5 6.1 • 1.7 1 -2.7 -7.1 1 -11.51 -15.9; -20.31 -24.7; -29.1 IZ „X 1.06.C.2 (Tire Wash Vault) • • • Results for LC Dec 2, 2010 at 3:04 PM TireWash-PF.r3d Mate Momem 3.22 1.72 4 .22 1 -1.28 -2.78 -428 1 -6.78 -7.28 -8.78 1 -10.281 -17.781 .Nr .z.. .x 1.06.C.2 (Tire Wash Vault) Results for LC 4. LL-4 (Factored) Dec 2, 2010 at 3:05 PM TireWash-PF.r3d Plate Moment x k-ft per fl 5.9 4.1 23 .5 -1.3 -3.1 -4.9 -6.7 -8.5 -10.3 -12.1 .Y .X ! Results for LC 5, LL -5 (Factored) Dec 2, 2010 at 3:05 PM TireWash- PF.r3d Pate Moment x k -ft per ft 1 5.58 4.38 3.18 1.98 78 I -.42 .1.621 •2.821 -4.021 -5.22 6.42 .X 1.06.C.2 (Tire Wash Vault) Results for LC 6, LL-6 (Factored) Dec 2, 2010 at 3:06 PM TireWash-PF.r3d Plate Moment x lat per ft 5.46 3.06 .66 -1-11.341 - 41 ..: . 44 1 71 44 ' :71116834.754141 alb Results for LC I Dec 2, 2010 at 3:03 PM TireWash- PF.r3d 1.06.C.2 (Tire Wash Vault) Results for LC 2. LL -2 (Factored) `:Dec2,2010at3:04PM TireWash- PF.r3d P18W • Moment y k -ft per ft 13.1 10.7 8.3 5.9 3.5 1.1 -1.3 -3.7 8.1 -8.5 -10.9 .Y .X Results for LC 3, LL -3 (Factored) Dec 2, 2010 at 3:04 PM TireWash- PF.r3d Plate Moment y • k-ft per ft 12 99 7.8 1 ' 5.7 j 3.6 1.5 • -.8 •2.7 _4.81 4.9 9 2() ,l nel seM aJ!1 Z"90 1.06.C.2 (Tire Wash Vault) APO Results for LC 4, LL-4 (Factored) Dec 2, 2010 at 3:05 PM TireWash-PF.r3d Kale Ildoment y K-ft per ft 8.13 4.33 2.53 .73 •1.07 -2.87 -4.67 -8.47 .8.27 -10.07 -11.87 ,$GW;i8 • 2 Millar mem 1.06.C.2 (Tire Wash Vault) 33 OF Y( .L "4: -s* ,gs •sk •••R ...,..1,....___,.____„.. ....r.._ ) L ... ...f.,............ / , .,.._ ... ., i ' .:,-. tt.' i • . . . _....... ._ .... ' ' 1111 NE , • . .0., ...„..,,, r r , , ....„ 1 T: .... .. . III i-,..4. . : s.c• .. - : •‘• , .■ ' .,.. . ,. ,II . -.... – I ,... – — - . . 4 ... _.. j [REV owl r Or 4 ' • . f ", ., • „,,. , .,,, „A ., mu i • Rtilfillilliti - g. „,... - ' • 0.c. ', • io- ' • . , i' . .;',•:"-- , • ' ,,,,,, -,' ' .• - PE"); : • '' - , _ , .. .......N 1 --.. ... .. _ ._ . ,.. . . 1 IMIll ti is- .‘,. “..„ 71 .' ' ...' • '.:•' . •,,,.. . •& '`."1 - • V • ' ) ' -, ;',.-.,. r • :,. , . - ,...,-,...,... , , ..,.:-44...•.: .,..., ..„....• . . , ..,..„....„ 5, . . ., .......t.,. t....z. • r` .4,1tfr:11 .1,,.., -, .. . • . , '.i,:-. ii t. 4.; E , ‘, '-',‘•"..4 '. ; imi -- , • • t ...--,!, . , ., ,..• , . ,, ,...1 •,,,..„ ,... . ,..,:. . ...,,,,-;- ,, . . .. . • . ...• --0.-.. ,o. , , , - MI • . i ..., . e : ■••• .'' 4' -,t ".' , • ,.. ... . • • ;1•,' .” 74-'. . • . • , - , . • , -. 4.7-.•-• ' ' .,,,,.. .. , .... . .--I. ...., ' I . , .,,,- , ., ......,.... .. . ., . ...... .L "4: -s* ,gs •sk •••R Y 1.06.C.2 (Tire Wash Vault) Results for LC 6, LL-6 (Factored) Dec 2, 2010 at 3:06 PM TireWash-PF.r3d Plata morrient y k•ft peril 3&6 • 26.2 21.8 • • 17.4 13 • i 8.8 4.2 T:2 1 4.6 I -13.41 LJ srt • 1.06.C.2 (Tire Wash Vault) 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671 -0780 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: 32.58' 5:67' 5.7 10.00" 1.50" 0.407 KSF 0.753 KSF 0.080 KSF Original Design Date: 12/3/10 Revision Date: N/A Sheet S ot/ Customer: Shinn Mechanical Project Name: Bow Lake Recycling and Transfer Station Job Number: N/A Structure Name: Tire Wash Vaults (Bottom Unit) (Cantilever Wall Design) (b /a>4, use cantilever wall design) Calculate Flexural Moments: (Negative Moments, M =PCA Coeff *Pressure'a2) Vertical Design: Bars to Outside: Yes Uniform Triangular Ms Mu 0.500 1 0.167 J 9.68 K -FT 15.49 K -FT Try: #S IP 7" o.c. (As Prov. =0.53 sq.ln. /ft.) $Mn=cl Asfy(d -a /2): 18.85 K -FT OK c= As *Fy /.85 *f c *p1 *b= 0.63" Where, (i1= [0.85- .05 *(f'c- 4ksl))= 0.70 a =c *(1= 0.44" d= 8.19" Asm,„= 3Vf'c /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 = 0.00535 Amax = (.75 pb) = 0.03081 OK Es= 29000000 Ec= 57000 *Vf'c = 4768962 n= Es /Ec= 6.08 p * n = 0.03255 k = V(2pn +(pn)2) - pn = 0.2247 j= 1- (k /3)= 0.925 fs= Ms /(As *j*d)= 29,165 PSI < 2 /3fy= 40,000 PSI OK Max Spacing, s= 15(40000 /fs)- 2.5Cc= 16.8" OR 12(40000 /fs)= 16.5" OR 3 *Tw= 30.0" Actual Spacing =7" < 165" OK Case 8 Case 3 Vs Vu 1.00 0.50 3.74 KIPS 1 5.99 KIPS Vertical Shear Capacity, mVn: 12.33 KIPS 4Vn >Vu: OK 1.06.C.2 (Tire Wash Vault) GRA1 IITE a • 4116 Bakerview Spur Ph: (360) 671 -2251 Bellingham, WA 98226 Fax: (360) 671 -0780 Project' K / w Sheet No: J b of Engineer: S� Date. Drafter. Date: 1 ! 1 ' —t 1 i- i- ----r i• I I I , 1 i i S i 1 ! , f f, y '-r 1 i ! 1 i t �— i a— } — � 21104Z, i 1 s ! i 1 I i ! --t- 1 t , { --- {-p . 4 _,42.1._,,,A/ - �' /.i, ar_z . C-q.,)/ e ) 1 1 1 1 i ._1 I 1 1 1 P_011 --.°.. . .�� off✓ y� i Ill-r.:(5'.___4-14.&____ - I�.��..U.__: _ � - ' - ! - 1 ' - - -_,. _... ... � P, fir' 9n' f4 1-- -7 6 - i , !! h 1 I I I i t ; t , SiJD './AA G rb 1-4 / .-_ `' % �• ' i ! :_ .. • , 1' 1 zAIF , _,� .. __.1 tom_. _. �.. _...- j'--'-?---- "-'j ; _...f.. / c .9 1,f `Ta' 1r _7,6-.1 I k_ _ -146 0 te i II I i ' r ! 1- i _..�_._ 1 !78 13� - i i 1 i ! _. /2,6 /1B1.4. u'sk 1 # a ► z'D• i. 01i, G.41,(0/4, ' 4116 Bakervlew Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671 -0780 1.06.C.2 (Tire Wash 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" 2.42 K-FT 1.73 K -FT Original Design Date: 12 /13/10 Revision Date: N/A Sheet:o Customer: Shinn Mechanical Project Name: Bow Lake Recycling and Transfer Station Job Number: N/A Structure Name: Tire Wash Vaults N,);6-ix VeZTVL lAltf 1411u-d'> Gcr 7 /Z6V/ p. ✓S SN�--ls7'S #4 @ 12" o.c. (As Provided =0.20 sq.in. /ft.) •Mn= 4A,fy(d -a /2): 3.46 k -ft OK Check Min A. Provided: (Ref. AC1318. 10.5.11 As, min= 3dfc /fy *b *d: 0.20 sq.in. /ft. (Controls) As Provided >As,min: NG c =As *Fy /.85 *f c *R1 *b= 0.24" Where, (31= [0.85- .05 *(fc- 4ksi)1= 0.70 a =c *R1= 0.16" d= Thickness - Cover- 1 /2Bar Dia.= 4.00" OR 200 *b *d /fy: 0.16 sq.in. /ft. , OK - Roundoff Check Max Bar Soadne & Serviceability: (Ref. ACI318. 10.6.41 p =As/ b *d= 0.00409 Es= 29000000 Ec= 57000 *dfc = n= Es /Ec= p *n= k = V(2pn +(pn)2) - pn = j = 1 - (k/3) = fs= Ms /(AS* j *d)= 4768962 6.08 0.0249 0.1996 0.933 28,316 PSI p,,,a, = (.75 pb) = 0.03081 OK < 2/3fy= 40,000 PSI OK Max Spacing, s =15(40000/fs)- 2.5Cc= 11.8" (Controls) Actual Spacing =12" NG Check Shear: Factored Shear, Vu: Shear Capacity, On: (40Vn= 2 *dfc *b *d /1000) 1.67 KIPS 6.02 KIPS OK OR 12(40000/fs)= 17.0" f 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671-2251, Fax: (360) 671 -0780 1.06.C.2 (Tire Wash Vault) Original Design Date: 12/14/10 Revision Date: N/A Sheet: 3 $ of In — Customer: Shinn Mechanical Project Name: Bow Lake Recycling and Transfer Station Job Number: N/A Structure Name: lire Wash Vaults Base Slab Design: (Design for Uniform Upward Bearing Pressure) (Design Simply - Supported) Design Length, b: 33.41' Design Width, a: 18.83' Base Slab Thickness: 12.0" Dead Load: Top Slab: 0.150 KSF Soil (Max. Fill- Conservative): 0.000 KSF Walls: 0.220 KSF Other: Total: 0.370 KSF b /a: 1.80 OR Hydrostatic Load: Watertable Depth: Depth (WT. to Base): Water Pressure: 6.00' 7.33' 0.457 KSF (Controls) (Note: Design based on higher value of Dead Load and Hydrostatic Load.) Live Load: Wheel Load: 64 KIPS 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 11.70 KIPS (V =PCA Coeff *Bearing *a) 15.06 KIPS OK I SimpleSupport Ms Mu Longitudinal:I 0.125 39.51 K -FT 55.11 K-FT Calculate Flexural Capacity: Longitudinal Bar Size /Spacing: C uS4s 1,4 Lc, FA am) (M =PCA Coeff *Bearing *a2) #8 @ 5.5" o.c. (As Provided =1.71 sq.in. /ft.) Longitudinal Design: •Mn= 4)A,fy(d -a /2): 71.56 K -FT OK c= As *Fy /.85 *fc *(i1 *b= 2.06" Where, p1= [0.85- .05 *(fc- 4ksi)j= 0.70 a= c *(31= 1.44" Bar Cover: 1.50" d =Slab -cover -Trans Bar- 1 /2Bar Dia.= 10.00" ( +)M: Asm1n 3Vfc /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 (Tire Wash Vault) Original Design Date: 12 /14/10 Revision Date: N/A Sheet:// of9 - Customer: Shinn Mechanical Project Name: Bow Lake Recycling and Transfer Station Job Number: N/A Structure Name: Tire Wash Vaults Longitudinal Design (Cont.): Check Serviceability ( +►Moment: (Ref. ACI318, 10.6.4) p =As/ b *d= 0.01428 Pmax = (.75 pb) = 0.03081 OK Es= 29000000 Ec= 57000*Vf c= 4768962 n= Es /Ec= 6.08 p *n= 0.08684 k = V(2pn +(pn)2) - pn = 0.3389 j= 1- (k /3)= 0.887 fs= Ms /(As *j *d)= 31,194 PSI 2/3fy= 40,000 PSI OK Max Spacing, s= 15(40000 /fs)- 2.5Cc= 15.5" OR 12(40000 /fs)= 15.4" Actual Spacing =6" < 15.4" OK 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671 -0780 Buoyancy Analysis: 1.06.C.2 (Tire Wash Vault) Original Design Date: 12/14/10 Revision Date: N/A Sheet: Itoo of_tr Customer: Shinn Mechanical Project Name: Bow Lake Recycling and Transfer Station Job Number: N/A Structure Name: Tire Wash 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. Analysis neglects skin friction of soil against structure - conservative. Analysis Assumptions (To Be Verified By E.O.R.1: 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' (Below Grade) 62.4 PCF 1.0 Volume of Water Displaced= Water Depth *O.D. Length & Width = (Water Depth = Fill +Top+lnside Ht +Bottom -W.T. Depth= 7.33') O.D. Width = 19.67' I O.D. Length= 34.25' 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= Net Buoyancy Reaction= Buoyancy Safety Factor= 0 LBS 89,977 LBS 147,989 LBS 101,028 LBS 0 LBS 0 LBS 0 LBS 338,993 LBS 30,931 LBS 1.1 OK 4936.89 CF 308,062 LBS Opening Size: 0.0" Dia. (Round) OR 103.0 "L x 103.0 "W (Rectangular) (Equivalent area removed) Base Extension= 0.0" R 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671 -0780 Vault Design: 1.06.C.2 (Tire Wash Vault) Original Design Date: 12/14/10 Revision Date: Sheet: y r of Customer: Shinn Mechanical Project: Bow Lake Recycling & Transfer Station Job Number: N/A Structure Name: Tire Wash Vault Sump Stru svA1P VAt)-i) 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: Unit Wt. of Water: Min. Buoyancy Safety Factor Req'd: Concrete Strength, f'c: Reinforcing Yield Strength, fy: Load Factors: Capacity Reduction: :ture Size: Length Width Inside Ht. 3.83' 2.42' 4.04' * Top Slab Thickness: 0.0" Bottom Slab Thickness: 5.5" Wall Thickness (Min):.. 4.75" ( 16 -kips wheels ) Base Extension: 0" *Max. Design Height: 1.99' Actual. 13.33' 13.33' 120 PCF 150 PCF 6.0' (Below Grade -Min.) 80.0 PCF (See Following Sheets) 80.0 PSF (Ref. ASTM C857/C890: 0.005 *Wheel Load) 8.0' (Ref. ASTM C857/C890) 62.4 PCF 1.0 (See Buoyancy Analysis for Actual Safety Factor) 7,000 PSI 60,000 PSI 1.6 (Live Load) 1.2 (Dead Load) 1.6 (Earth Pressure) 0.9 (Flexure) 0.75 (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. 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671 -0780 1.06.C.2 (Tire Wash 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: Original Design Date: 12/14/10 Revision Date: N/A Sheet: ' of Customer: Shinn Mechanical Project Name: Bow Lake Recycling & Transfer Station Job Number: N/A Structure Name: Tire Wash Vault Sump (Bottom Unit) (Ref. PCA Tables, Chapter 2, Cases 3 & 8) 3.83' 4.o4' *max. height - 1.99' actual - conservative. 0.9 4.75" 1.00" 0.893 KSF 1.163 KSF 0.000 KSF Calculate Flexural Moments; (Negative Moments, M =PCA Coeff *Pressure'a2) Horizontal Design: Bars to Outside: Yes Vertical Design: Bars to Outside: No Case 8 1 Case 3 Ms I Mu 1 Case 8 Case 3 Case 3 Ms Mu 0.072 I 0.027 1.16 K -FT I 1.86 K -FT 0.046 I 0.030 0.81 K -FT 1.30 K -FT Trw #3 6" o.c. (As Prov. =0.22 sq.in./ft.) ¢Mn=4 A,fy(d -a /2): 3.45 K -FT OK c= As *Fy /.85 *fc *p1 *b= 0.27" Where, p1= [0.85- .05 *(fc- 4ksi)J= 0.70 a =c *p1= 0.19" d= 3.56" Try: #3 ®8" o.c. (As Prov. =0.17 sq.in./ft. $)Mn= $A,fy(d -a /2): 2.32 K -FT OK c= As *Fy /.85 *fc *131 *b= 0.20" Where, 01= [0.85- .05 *(fc- 4ksi))= 0.70 a =c *p1= 0.14" d= 3.19" Check Min A. Provided: (Ref. AC1318.10.5.1) Asm,„= 31/fc /fy *b *d: 0.18 sq.in./ft. (Controls) OR 200 *b *d /fy: 0.14 sq.in./ft. As Provided>As,min: OK Asmin 3df'c /fy *b *d: 0.16 sq.in. /ft. (Controls) OR 200'b *d /fy: 0.13 sq.in./ft. As Provided >As,min: OK Check Serviceability: p =As/ b'd= P.m = (.75 Pb) = Es= Ec= 57000*Vf'c= n= Es /Ec= p' n= k = V(2pn +(pn)2) - pn = (Ref. ACI318, 10.6.4) 0.00517 0.03081 OK 29000000 4768962 6.08 0.03142 0.2212 j = 1- (k/3) = 0.926 fs= Ms /(As *J *d)= 19,170 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" < 14.3" Check Shear: 28.8" 25.0" 14.3" OK (V =PCA Coeff *Pressure *a) p =As/ b *d= Pmax = (•75 Pb) = Es= Ec= 57000 *Vf'c = n= Es /Ec= 0.00433 0.03081 OK 29000000 4768962 6.08 p * n = 0.02634 k = V(2pn +(pn)2) - pn = 0.2047 j= 1- (k /3)= 0.932 fs= Ms /(As *j *d)= 19,739 PSI 2/3fy= 40,000 PSI OK Max Spacing, s= 15(40000 /fs)- 2.5Cc= 27.0" OR 12(40000 /fs)= 24.3" OR 3 *Tw= 14.3" Actual Spacing =8" < 14.3" OK Case 8 I Case 3 Vs Vu 1 Case 8 Case 3 Vs I Vu 0.47 I 0.22 1.92 KIPS 3.08 KIPS 0.40 0.30 1.77 KIPS l 2.84 KIPS Horiz. Shear Capacity, 4)Vn: 5.37 KIPS 4Vn >Vu: OK Vertical Shear Capacity, 4)Vn: 4.80 KIPS •Vn >Vu: OK 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671 -0780 1.06.C.2 (Tire Wash Vault) Customer: Project Name: Job Number: Structure Name: Monolithic or Integral Wall Design (Cont.): Inside Face of Wall (Positive Moment) Bar Cover: 3.00" Cal ulate lexural Moments: (Positive Moments, M =PCA Coeff *Pressure *a2) Original Design Date: 12/14/10 Revision Date: N/A Sheet: g_oif Shinn Mechanical Bow Lake Recycling & Transfer Station N/A Tire Wash Vault Sump Horizontal Design: Bars to Inside: No Vertical Design: Bars to Inside: Yes Case 8 I Case 3 I Ms Mu Case 8 Case 3 Ms I Mu 0.036 I 0.012 I 0.57 K -FT 0.92 K -FT 0.012 I 0.009 0.21 K -FT 1 0.33 K -FT Try: 83 6" o:c,- (As Prov.=0.22 sq in. /ft.) $Mn= •Asfy(d -a /2): 1.09 K -FT OK c= As *Fy /.85 *f c *p1 *b= 0.27" Where, [i1= [0.85- .05 *(fc- 4ksi)]= 0.70 a =c *p1= 0.19" d= 1.19" Try: 83 @ 8" o.c. (As Prov. =0.17 sq.in./ft.) $Mn =40A,fy(d -a /2): 1.11 K -FT OK c= As *Fy /.85 *f'c *i31 *b= 0.20" Where, f31= [0.85- .05 *(fc- 4ksi)]= 0.70 a =c *131= 0.14" d= 1.56" Check Min A. Provided: (Ref. ACI318.10.5.11 ( -)M: Asmin 3Vfc /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= 3Vfc /fy *b *d: 0.08 sq.in. /ft. (Controls) OR 200 *b *d /fy: 0.06 sq.in./ft. As Provided >As,min: OK Check Serviceability: (Ref. ACI318, 10.6.4) p =As/ b'd= 0.01550 pmax = (.75 pb) = 0.03081 OK Es= 29000000 Ec=57000 *Vfc= 4768962 n= Es /Ec= 6.08 p * n = 0.09426 k = V(2pn +(pn)2) - pn = 0.3500 j= 1- (k/3)= 0.883 fs= Ms /(As'j *d)= 29,712 PSI 2 /3fy= 40,000 PSI OK Max Spacing, s= 15(40000 /fs)- 2.5Cc= 11.8" OR 12(40000 /fs)= 16.2" OR 3 *Tw= 14.3" Actual Spacing =6" < 11.8" OK p =As/ b *d= 0.00884 Pmax = (.75 Pb) = 0.03081 OK Es= 29000000 Ec= 57000 *Vfc = 4768962 n= Es /Ec= 6.08 p * n = 0.05373 k = V(2pn +(pn)2) - pn = 0.2785 j= 1- (k/3)= 0.907 fs= Ms /(As *j *d)= 10,622 PSI 2 /3fy= 40,000 PSI OK Max Spacing, s= 15(40000 /fs)- 2.5Cc= 49.0" OR 12(40000 /fs)= 45.2" OR 3 *Tw= 14.3" Actual Spacing =8" < 14.3" OK r, 1.06.C.2 (Tire Wash Vault) swain 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, 4Vn: Calculate Flexural Moments: Original Design Date: 12 /13/10 Revision Date: N/A Sheet: t1 I of /r Customer: Shinn Mechanical Project Name: Bow Lake Recycling & Transfer Station Job Number: N/A Structure Name: Tire Wash Vault Sump (Design for Uniform Upward Bearing Pressure) (Ref. PCA Rectangular Tanks, Chapter 2, Case 10: Pinned 4- Sides) 4.23' 2.82' b /a: 1.50 5.5" 0.000 KSF 1.600 KSF 0.228 KSF OR Hydrostatic Load: Watertable Depth: Depth (WT. to Base): Water Pressure: 6.00' 11.83' 0.738 KSF 1.827 KSF (Controls) (Note: Design based on higher value of Dead Load and Hydrostatic Load.) 6 KIPS (Use Goal Seek to set LL bearing pressure the same as main vault) 0.406KSF (Wheel Loads /OD of Vault) 0.42 3.36 KIPS (V =PCA Coeff *Bearing *a) 6.49 KIPS 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: $Mn= 4A4y(d -a /2): 3.16 K -FT OK c= As *Fy /.85 *fc *(31 *b= 0.20" Where, 131= [0.85- .05 *(f'c- 4ksi)]= 0.70 a= c 131= 0.14" Bar Cover: 1.00" d =Slab- cover -1 /2Bar Dia.= 4.31" Check Min A. Provided: (Ref. ACI318.10.5.11 ( -)M: Asmin=31/f'c /fy *b *d: 0.22 sq.in./ft. (Controls) OR 200 *b *d /fy: 0.17 sq.in./ft. As Provided >As,min: NG 4/3 As Provided, OK J.ongitudinal Design: $Mn--4A,fy(d -a /2): 2.88 K -FT OK c= As *Fy /.85 *f c *(31 *b= 0.20" Where, (31= [0.85- .05 *(fc- 4ksi)]= 0.70 a =c *p1= 0.14" Bar Cover: 1.38" d =Slab- cover -Trans Bar -1 /2Bar Dia.= 3.94" ( +)M: Asmin 3Jfc /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 I PCA Case 10 Ms Mu Transverse: 0.078 1.38 K -FT 1.76 K -FT Longitudinal: 0.043 0.76 K -FT 0.97 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: $Mn= 4A4y(d -a /2): 3.16 K -FT OK c= As *Fy /.85 *fc *(31 *b= 0.20" Where, 131= [0.85- .05 *(f'c- 4ksi)]= 0.70 a= c 131= 0.14" Bar Cover: 1.00" d =Slab- cover -1 /2Bar Dia.= 4.31" Check Min A. Provided: (Ref. ACI318.10.5.11 ( -)M: Asmin=31/f'c /fy *b *d: 0.22 sq.in./ft. (Controls) OR 200 *b *d /fy: 0.17 sq.in./ft. As Provided >As,min: NG 4/3 As Provided, OK J.ongitudinal Design: $Mn--4A,fy(d -a /2): 2.88 K -FT OK c= As *Fy /.85 *f c *(31 *b= 0.20" Where, (31= [0.85- .05 *(fc- 4ksi)]= 0.70 a =c *p1= 0.14" Bar Cover: 1.38" d =Slab- cover -Trans Bar -1 /2Bar Dia.= 3.94" ( +)M: Asmin 3Jfc /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 4116 Bakerview Spur, Bellingham, WA 98226 Phone: (360) 671 -2251, Fax: (360) 671 -0780 1.06.C.2 (Tire Wash Vault) Original Design Date: 12/13/10 U� Revision Date: N/A Sheet: !, Of�� Customer: Shinn Mechanical Project Name: Bow Lake Recycling & Transfer Station Job Number: N/A Structure Name: Tire Wash Vault Sump Transverse Design (Cont.): Check Serviceability ( -1 Moment: (Ref. ACI318, 10.6.4) p = As / b' d = 0.00320 pmax = (.75 pb) = 0.03081 OK Es= 29000000 Ec= 57000 *Vfc = 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)= 24,666 PSI < 2 /3fy= 40,000 PSI Max Spacing, s= 15(40000 /fs)- 2.5Cc= OR 12(40000 /fs)= OK 21.8" 19.5" Actual Spacing =8" < 19.5" OK Longitudinal Design (Cont.): Check Serviceability ( +)Moment: (Ref. ACI318, 10.6.4) p =As/ b *d= Pmax = (.75 pb) = 0.00351 0.03081 OK Es= 29000000 Ec= 57000 *Vfc = 4768962 n= Es /Ec= 6.08 p * n = 0.02132 k = V(2pn +(pn)2) - pn = 0.1863 j = 1- (k/3) = 0.938 fs= Ms /(As *j *d)= 14,932 PSI < 2/3fy= 40,000 PSI OK Max Spacing, s= 15(40000 /fs)- 2.5Cc= 36.7" OR 12(40000/fs)= 32.1" Actual Spacing =8" < 32.1" OK FILE COPY Permit No., REVIEWED FOR CODE COMPLIANCE APPRRVED MAR 18 2011 City of Tukwila BUILDING DIVISION bk1013 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 RECEIVED JAN 13 2011 PERMIT CENTER RECEIVED JAN 19-2011 PUBLIC l WORKS HWAGEOSCIENCES INC. • Geotechnical Engineering • Hydrogeology • Geoenvironinental Services • inspection ear Testing Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale I W GEOSCIENCES INC. Geote.chnical • Pavement Engineering • Hydr•ngrology t;eornrirorrmemo/ • Iwyerriou 0• restirs; 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: IMOD 3.111 .c141 nffneg 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. Utni- Sa H. Hong, P.E. Principal BWT:SHB:bwt 19730 - 64th Avenue W. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale Tel 423.774. Fax 425.774.2Y34 www:htaageo. o n 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 Burn 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 GEOSCIENCr..S INC. 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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 4.1 9.1 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 CRITICAL AREA REQUIREMENTS 44 4.22.1 King County Parcel 45 4.22.2 SDOT Parcel 45 4.23 SOIL 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 GEOSCnENCPS 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 -11 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 PR.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) iii HWA GEoScwwcis 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' /z 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 parking 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 Ftt.doc 2 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 • 2,500 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 2H:1 V 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 (HEW) 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 January 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 draft and final geotechnical reports. Environmental analyses performed under this scope of work were reported separately, as follows: • Phase I & II Environmental Site Assessment, WSDOT Property, September 17, 2007. 2003 -008 FR.doc 3 HWA GEQSCIENCES TNC. 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 o 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 10'/ to 71'/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 1 -5, north of the South 188`" Street interchange (see Figure I). 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 I -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:1V 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 GEOSCIENCaS 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 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 small 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 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 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 rifling, 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 B -237 is inclined at about 200 percent (1/2H: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, '/ -inch diameter, steel rod. The loose sand was observed to be as little as 1/2- to 1 -foot thick in the erosional side ravine, and 21/2 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 stonnwater 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 of the 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. 2003.008 FR.doe 8 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 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.doc 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 TP -8. 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 I -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 -1 1). 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 13-202, B -203, and 2003 -008 FRdoc 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 I -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 :z.v, i _ _ Gr, ="tY f.:4;,. ? fir+ ,Fu: -i i iii4R-: `'i'i:itit`: GroueidF r S c ?•.,i+i :�4'.i.. ='.- �... , In v tton �; -�� �. - +•.'',1000)1N-16 W'. 'ir- _;; ;,r ''.`- ;i.:i;: ': s : - De tFi. ; pax .Ft. ax,- ' �,_. ,st= rGO in Watery _ �. - `�� c�•_:ti;'ilJ.'i'� �s,f;�;:u� feint ..:��,re, _��t•.r..�;cS,`„'. -,W r., --;a. •�und_Watei_a 11- i�.-- ,35 -y ''' . 5 ..f : i`.iF,'�,' -T - 'Tk ,`�.tw:. r := r.= _ ��Eleyatian..� ... .:c:'• �'at'' r } �,, ;, ,�..:.::... .. _1Nel �+i.i- ;42p - �:;:•� - fes_,t `,_:: 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 8 -209 222.34 33.72 188.62 Of the two piezometers installed by HWA in 2003, BFI -4 revealed about 1 -foot of ground water, at a depth of 32.2 feet, and 91-1-3 was dry to a depth of 30 feet. Follow -up measurements obtained November 4, 2004, indicated BH -3 was dry and BH -4 had 1/2-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.doe 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 SEISMICrrY 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 Flt.doc 13 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 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 time, 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 (Nspr.) 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 I -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 I:R.doc 14 HWA GEOSCIENCES IraC. 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 GEOSciErvCES 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) 41" 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 -008 FR.doc. 16 13WA GEoSClIrtc1S 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: S5— HCceLog((c' 0 + do)/ aNO ) • Sr is the primary settlement of the refuse. • H is the original refuse layer thickness. • Cc, is the coefficient ofprimaty consolidation. Based on our local experience, C' 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. • da 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: ATI= Cae log At H • 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.doc 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 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 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 -term. 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, how Lake Recycling and Transfer Station (HWA, August 2008b). All preloaded areas should be monitored in accordance with Section 4.5.2 of this 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 1 -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 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 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 0.61 g, 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 1-5 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 storm 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 GEOSC1ENCES INC. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.corn - 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 1H: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.doe 24 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 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.doc 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 Waus2 Gravel Borrow' Compacted FM' Dense Outwash Unit Weight (pcf) 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 WSDOT9- 03,12(2). 3 Medium dense weathered glacial till or properly compacted structural fill. 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 pressure using 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. 2003 -008 FR.doc 26 HWA GEOSCIENCF.S 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 lbs/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 BXT, 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 columns 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 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 4.8.2 Soldier Pile Retaining Wall Options 4.8.2.1 Soldier Pile Retaining Wall with Deadinan 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 5G, 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- I980'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 HWA Project No. 2003 -008 4.11 SOUTH SCALE FACILITY The fill and refuse 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:1 V 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 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 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. 413 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 GEOSC1ENCES JNC. 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 10 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 donned 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 FR.doc 32 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 4.14.2 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: APeq =yH2k,, /g, where k,, 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 k,, used for unyielding walls varies significantly between many agencies and geotechnical engineers. By comparison, the WSDOT GDM uses k1, =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 recommend 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 GsoSCIaNCBS 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 Design parameters are provided in Table 4, and include parameters for sloping grades at the top of the wall, and the presence of dense, compacted, 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 135 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 B ackslope Ascending Backslope (2H:IV) 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 as the storinwater 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.doc 34 HWA GSOSCIENCES 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 uniform 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 SS pcf + (20H) (psfi 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 2 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 IIWA 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 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 Burn 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 FR.doc 36 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 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 MSW was found in boring B -229 at the northwest corner, 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 3G), 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 new 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 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 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: e Refuse - 1H:1V • Burn Fill - 1.5H: 1V • WSDOT fill - 1.5H: 1V s Glacial Deposits - 1 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.d«: 39 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 4.19 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 the slope, 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 Percent Passing 4" square 100 2" square 75 -100 U.S. No. 4 50 -80 U.S. No. 40 30 max. U.S. No. 200 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 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 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 1 8 -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 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 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 Ibs Based on the climate in Western Washington and WSDOT recominendations, the HMA mix should be made of Superpave Performance 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 sensitive areas 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 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 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 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 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 bum bottom ash, shredded tires, or wood chips will somewhat reduce the settlement but not totally. 2003 -008 FR:doc 46 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 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 pef. 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 pcf. 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 removed from beneath the pipeline route to a depth of 2 feet below the bedding and then replaced with a properly compacted light weight fi 11. 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 BTJILDINGS 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 revision of such if necessary. 2003 -008 FR.doc 48 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 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 geotcchnical 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.doa: 49 00 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, 11WA GEOSCIENCES INC. Brad W. Thurber, L.E.G. Engineering Geologist .BWT:SHH:bwt 2003 -008 FR:doc 50 Sa H. Hong, P.E. Principal Geotechnical Engineer 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 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 & II 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: ABAM 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 FRLdac 51 IOWA 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 1— 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 IIOV 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 Environrental 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 & 1V1oouE (1965) Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale ELEVATION IN FEET ELEVATION IN FEET 255 250 245 240 235 17.0%-103 230 13.7'1/4-103 225 220 250 30 19 100/4'• 100 /2., Ea 245 240 235 230 16.8 °(0-99 225 74 04-99 220 NOTES: 16 140 R 82 80 40 a 32 10 a 40 a 50 95 BORING B -I ELEVATION 251 BROWN, FINE TO MEDIUM SANG (FILL) (MODERATELY LOOSE) MISCELLANEOUS GARBAGE } OEBRIS OBSTRUCTIONS GRAY, FINE TO MEDIUM SANG (FILL) (MODERATELY LOOSE ) GARBAGE J J 1 GRAY, FINE TO MEDIUM SAND (COMPACT) BORING COMPLETED 3.5.65 140 GROUND WATER ENCOUNTERED BORING B -2 ELEVATION 250= SP SP SP BROWN SAND WITH OCCASIONAL GRAVEL 8 GARBAGE (FILL) ( MODERATELY LOOSE ) MISCELLANEOUS GARBAGE BROWN SANO WrT11 GARBAGE (FILL) (MODERATELY LOOSE) MISCELLANEOUS GARBAGE GRAY, FINE TO MEDIUM SAND WETN OCCASIONAL GARBAGE (FILL) MODERATELY LOOSE) 1 GRAY, FINE TO MEDIUM SANO (COMPACT) WATER LEVEL, 3.8.65 BORING COMPLETED 3.8.65 1. THESE BORINGS WERE MAOE BY DAMES 8 MOCRE IN 1965 AS PART OF A PREVIOUS FOUNDATION INVESTIGATION FOR THE PROPOSED 80w LAKE TRANSFER STATION. 2. ELEVATIONS REFER TO WASHINGTON STATE DEPARTMENT OF HIGHWAYS OATUN ELEVATION IN FEET 250 245 240 235 230 192 %' 104 15.9 % -106 225 220 16A% - 99 215 210 78 50 58 R 60 58 140 a 95 BORING B-3 ELEVATION 248 `- • GP SP LEGEND: GRAY, SANDY GRAVEL W /OCC. OROANiC MATTER 8 GARBAGE (FILL) (MODERATELY LOOSE) MISCELLANEOUS GARBAGE WITH OCCASIONAL SANOY GRAVEL J J w 1 GRAY, FINE TO MEOIUM SANG (MODERATELY COMPACT) GRAOES TO COMPACT BORING COMPLETED 3.8.65 N0 GROUND WATER ENCOUNTERED BLOWS REOUIREO TO ORIVE SAMPLER ONE FOG' MOISTURE (WEIGKT 1260L8S., STROKE ■24 INCHES. CONTENT % 95 192 %.104 ® INO'CATES DEPTH AT WHICN UNDISTURBED S «IaPLE WAS EXTRACTED. DRY DENSITY Q INDICATES SA14PLING ATTEMPT WITH NO RECOVERY. PROPOSED BOW LAKE TRANSFER STATION KING COUNTY, WASHINGTON LOG OF BORINGS B-I, 8-2 & B-3 FEBRUARY, 1976 W- 2974 -01 SHANNON t WILSON,INC. OiDitC11IICAl CORSulTAUTS Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale ELEVATION IN FEET 260 255 32 g 250 245 240 50 ■ 235 70 230 65 225 220 60 a 215 60 210 NOTES: BORING B -4 ELEVATION 258 -' GP SP 12" ASPHALTIC PAVEMENT GRAVEL WITH GROWN -GRAY SANO AND OCCASIONAL GARBAGE (FILL) (I400ERATELY COMPACT) BROWN, FINE TO MEDIUM SANO WITH GRAVEL (FILL) ( MODERATELY LOOSE) GRADES TO COMPACT J J PARTIALLY DECOMPOSED GARBAGE WITH SANO (SOFT) BUCK, SILTY, SANOY GRAVEL ( FILL) (COMPACT) `PARTIALLY OECOMPOSED GARBAGE i SOFT) GRAY, FINE TO MEDIUM SANG (COMPACT) BORING COMPLETED 3 -22 -65 NO GROUND WATER ENCOUNTERED 1. THESE BORINGS WERE MADE BY GAMES 8 MOORE IN 1965 AS PART OF A PREVIOUS FOUNOATION 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 LEGEND. ELEVATION IN FEET 260 255 250 245 240 235 230 225 220 215 26 a BORING B -5 ELEVATION 256» GP SP 25 a r 48 • 46 SP 90 a 100 a ASPHALTIC PAVEMENT BROWN -GRAY, SANDY GRAVEL ( MODERATELY LCOSE 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 SHANNON & NILSON. INC. • CLOT[CNNICAL CONSUL11Ntt 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 c.a N SOIL OESCRIPTICN -- Surface Elevation: APPROX. 265 FT. 1 ! 0 4 "' GKUUNu WATER 'DEPTH. ft. STANDARD PENETRATION RESISTANCE (140 Ib. weight, 30" drop) ® 81oas per toot t 20 40 gr MEDIUM DENSE, GRAY, MOIST, SLIGHTLY SILTY TO SILTY, GRAVELLY; FINE TO MEDIUM SAND;( FILL) 0 1 I 5 2 I 8 3 I 4 I 5 I 6I I • ' It :: MEDIUM DENSE, GRAY, MOIST, SLIGHTLY SILTY, FINE TO MEDIUM SAND �; : • :.. .. : ::. DENSE TO VERY DENSE, GRAY -BROWN TO GRAY, MOIST TO WET, CLEAN TO SLIGHTLY SILTY, FINE TO MEDIUM SAND . ® , • • • • - • • : • SLOTTED %'4° PVC DURING DRILLING N tNJ+ 0 (T ... :: :: .: ... • .. , • � : 90: -- i 24 9 1 i• : ®::::: :::94 -- BOTTOM OF BORING COMPLETED 1/12/76 • . • . . . ......... . ... ••• LEGEND 0 20 40 6. I 2' 0.0. split spoon sample Impervious seal 0 5 rater content II 3' 0.0. thin -wall saieple later level r Sample not recovered ['impute( tip BOW LAKE TRANSFER STATION Atterberg Baits: KING COUNTY, WASHINGTON Sample pushed Liquid limit LOG USC Unified Soil Classification BOG OF BORING Natural rater content B-101 Plastic limit . FEBRUARY, 1976 W- 2974.0! NOTE: The stratification Lines represent the approrimate boundaries Siiaxxex 1 rlliox. INC. between soil types and the transition may be gradual. C(OTECNNtCAL CONSULTANT; Provided to B c, 6 SOIL DESCRIPTION Surface Elevation: APPROX. 244 FT. -- w s a d N �� o b a " STANDARD PENETRATION RESISTANCE (140 lb. Naught, 30- drop) ® Blows per toot ,- a 20 40 E. BLACKTOP ROAD SURFACING F.)0.3 15 I 5 2 I 3I 4 5 T l 6 I 7 I 8 I 9 T _J_ 28 III 12 It 13 I 36 {4I 0 5 t0 15 20 25 a uw a o 30 4_ .. .... -\MEDIUM DENSE, GRAY, SANDY GRAVEL;(F1LL)r MEDIUM DENSE, GRAY, MOIST, LAYERED, SLIGHTLY SILTY TO SILTY, FINE TO MEDIUM SANO;WITH \SCATTERED GARBAGE FRAGMENTS ( FILL) r .. . • :::: f• GARBAGE :MIXED WITH SOME LOOSE, .. ..... _ _ : . : — • ' .. . . . • GRAY, FINE TO MEDIUM SAND;INTERVALS CONTAINS A FEW THIN SAND LAYERS ( FILL) . ... :1. . -:1: ..... , ... ... LOOSE TO MEDIUM DENSE, DARK GRAY, TO WET, SLIGHTLY SILTY TO SILTY, MEDIUM SANO;WITH TRACES OF GARBAGE MOIST FINE TO . z z %-r as o 35 40 as 50 FRAGMENTS (FILL) : . ' : ' . . : L1EVE6TOW 0 DRILLING :®..... DUE . . DtSPJRBtNC: ... HARD, GRAY BROWN TO GRAY, MOIST TO WET, NON - PLASTIC TO CLAYEY SILT; GENERALLY NON - PLASTIC 15 I 16 T 1 17 18 19 1 - ,.." 77 .7-* 105 12' II • Atterberg NOTE: LEGEND 0 20 40 6,: Impervious seal ®_ 'ater content 2 water level PROPOSED Piesemeter tip BOW LAKE TRANSFER STATION KING COUNTY, WASHINGTON P Sample pushed LOG OF BORING Unified Sort Classification B - I 0 2 FEBRUARY, 1976 W-2974 -01 aopretimate boundaries SNIUOI I VIISOI. INC. may be gradual. SHY I Of 2 rifOYECHNiCA1 CONSU�iATS 0.0. split spoon sample ]' 0.0. this -wall sample Sample not recovered Limits: Liquid limit Natural USC water content Plastic bout The strati Urea tion lines represent the between soil types and the transition vI ny�ccnI I1L acc rvvvwrvnwa. SOIL OESCRIPTICN 4 H a� 4 s C4 m, t, SAME AS ABOVE BOTTOM OF BORING COMPLETED 1/13/76 201 21 I 54 z a W 50 55 STANDARD PENETRATION RESISTANCE (140 Ib. weight,. 30' d(op) Blows per loot 20 40 LEGEND Z 2' 0.0. split spoon single II 3' 0.0. thin -va11 sample • Sample not recovered Atterberg Limits: Impervious seal later level Tie:ometer tip liquid licit P Sample pushed Natural water content USC Unified Soil Classification Plastic limit 20 40 ® S later content PROPOSED BOW LAKE TRANSFER STATION KING COUNTY, WASHINGTON LOG OF BORING B--IO2 . FEBRUARY, 1976 W- 2974 -01 NOTE: The Stratit.ication lines represent the approximate boundaries i*eeoe LIMN 1. Ill. hetween soil types and the transition may be gradual. S HT. 2 OF 2 GEOTECHHICAI CONSUIJANTS Provided to Buil.e- - - :e . • -. I ..e Conditions Agreement see www.bxwa.com - Always Verify Scale Provided to Build LEGEND I 2' C.O. split spoon moil II J' D.D. thin -1311 sample • Sample not recovered Atterberg Limits: Impervious seal 2 later level Piesometer tip Liquid limit P Sample pushed Natural rater content USC Unified Soil Classification Plastic hart NOTE: The stratification lines represent the appro=imate boundaries between Soil ty.es and the transition may be gradual. ement see-www, bxwa.com 20 40 ®S Rater content 6 PROPOSED BOW LAKE TRANSFER STATIOP KING COUNTY, WASHINGTON LOG OF BORING B -103 FEBRUARY, 1976 W- 2974 -C DIDION 1 111.101, IIC, GEOrtcHN,cAr. CONSu.TANr3 - Always Verify-Seale• SOIL DESCRIPTION Surface Elevation: APPROX. 247 FT. — w rl v �c. _ z w • c' ' oe 1- i. 00 SSANOARO PENETRATION RESiSiA1eCE (140 lb. weight, 30' dm)) A flioeislper loot 20 • 40 r LOOSE, GRAY-BROWN TO GRAY, MOIST TO WET, CLEAN TO SLIGHTLY SILTY, FINE TO MEDIUM SANDWITH LAYERS OF GARBAGE; I .L 4 12 6 81 22 9I 10 II 12 141 15 39 I I I 1 1 I ....... ,, . , ,••• ... ::: :: 168.7— . :.::'.::. OCCASIONAL METAL FRAGMENTS ( FILL ) ..— ., i — - -.. --- -� MEDIUM DENSE, GRAY-BROWN TO GRAY, MOIST TO WET, CLEAN TO SLIGHTLY SILTY, FINE TO • MEDIUM SAND :: ,:0 1. DENSE, GRAY -BROWN TO GRAY, MOIST, CLEAN, FINE TO MEDIUM SAND; EMI !/21 to ca w I/29/76 N 0 cn o cn • , OCCASIONALLY SLIGHTLY SILTY : • ::: • :. ®..... BOTTOM OF BORING COMPLETED 1/12/76 Provided to Build LEGEND I 2' C.O. split spoon moil II J' D.D. thin -1311 sample • Sample not recovered Atterberg Limits: Impervious seal 2 later level Piesometer tip Liquid limit P Sample pushed Natural rater content USC Unified Soil Classification Plastic hart NOTE: The stratification lines represent the appro=imate boundaries between Soil ty.es and the transition may be gradual. ement see-www, bxwa.com 20 40 ®S Rater content 6 PROPOSED BOW LAKE TRANSFER STATIOP KING COUNTY, WASHINGTON LOG OF BORING B -103 FEBRUARY, 1976 W- 2974 -C DIDION 1 111.101, IIC, GEOrtcHN,cAr. CONSu.TANr3 - Always Verify-Seale• vs SOIL DESCRIPTIcN Surface Elevation: APPROX. 246 FT. -- a W -4 j �^ oQ _ E... «. °« b d " SIANOAR0 PENETRATION RESISTANCE (110 lb. 'eight. 30' dr00.) A Stomper foot 0 20 40 i F ' LOOSE, GRAY, MOIST, SILTY GRAVELLY FINE TO MEDIUM SANG WITH•SCATTERED CONCRETE 0 5 15 23 39 1 1 2 'j" 3 4 5I 6 7 9 1 10 I T .L 12I 14 I I 1 I I NO WATER OBSERVED DURING DRILLING ptwi+ 0 0' O u O to 0 . . . ._. • :_. • .. 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 ( 70 ABOUT I FT. THICK) INCLUDING BROKEN GLASS ( FILL) -- - — AO � - .. ' 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 , • . t... I :: 101-- • 0 .....: :.:... BOTTOM OF BORING COMPLETED 1/12/76 I 1 FCSMI 0 20 an c. 12' 0.0. split spoon sample I[3' 0.0. thin —wall sample • Sample not recovered Atterberg limits: Is!:!z:::!:::aura limit Natural ''ter content Plastic limit Impervious seal stater level Piezometer tip P Sample pushed USC Unified Soil Classification NOTE: The stratil•teation lines represent the approiiimate boundaries • between soil types and the transition may be gradual. ® % Water content PROPOSED BOW LAKE TRANSFER STATION KING COUNTY, WASHINGTON LOG OF BORING B-104 FEBRUARY, 1976 W- 2974 -01 SIMKO$ t 111581, IIC. GEOTECNICAL CONSULTANTS Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always 'enfy Sea e Provided to Bu 12' 0.0. split spoon sample ID' 0.0. thin -wall sample Saapte not recovered Atterberg Liaits: ure M Natural limit Natl rater content Plastic limit Impervious seal later level Pietoaeter tip P Sample pushed USC Unified Soil Classification 0 20 40 0 % taster content 6C PROPOSED BOW LAKE TRANSFER STATION KING COUNTY, WASHINGTON LOG OF BORING B -105 FEBRUARY, 1976 W- 2974 -01 NOTE: The stratrf.ication lines represent the approximate boundaries PUMA t, NILSON. INC. between soil types and the transition may be gradual. ()COTECHNICAL coks TANrs greement see www.bxwa.com - Always Verify Scale . 0- • .. SOIL DESCRIPTII~t S u r I 3 c e Elevation: APPROX. FT. 1 . x d W r' , o _ a ma `� 0 STAN0AR0 PENETSATICN RESISTAKE (I40 10. weight, 30- drop) ® Blows per foot 0 20 40 F LOOSE, GRAY, MOIST, SILTY SAND. ( FILL) � I 16 24 49 I 2 3I 5 6 7 9 KI III 12 1 13I 16 19 I I I I I I I I NO WATER OBSERVED DURING DRILLING 0 U 0 U to 0 U 0 U O U 0 • . .... .... i ® - - - ®- • ..... ff , . . 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 SANG 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 0 : . : :® : • ' ; - -91—V 76— — 84 OOT1DM OF BORING COMPLETED 1/9/76 12' 0.0. split spoon sample ID' 0.0. thin -wall sample Saapte not recovered Atterberg Liaits: ure M Natural limit Natl rater content Plastic limit Impervious seal later level Pietoaeter tip P Sample pushed USC Unified Soil Classification 0 20 40 0 % taster content 6C PROPOSED BOW LAKE TRANSFER STATION KING COUNTY, WASHINGTON LOG OF BORING B -105 FEBRUARY, 1976 W- 2974 -01 NOTE: The stratrf.ication lines represent the approximate boundaries PUMA t, NILSON. INC. between soil types and the transition may be gradual. ()COTECHNICAL coks TANrs greement see www.bxwa.com - Always Verify Scale . 0- • .. H 5 50IL DESCRIPTION S ` SLOTTED 3/4" PVC DURING DRILLING ts= W N 0 ( N 1 2' 0.0. Split spoon sample II 3' 0.D. thin —wall sample • Sample not recovered Attttcrberr Li sits: h Ciu limit Natural l water Content Plastic limit c Impervious seal 2 later level fietoaeter tip P Sample pushed USC Unified Soil Classification NOTE: the stratification lines represent the approximate boundaries bet.•een soil types and the transition may be vulva'. Provided to Builders Exchange of WA, nc. usage on • I ions greemen see www..xwa.com 6 OS later content PROPOSED BOW LAKE TRANSFER STATKCt KING COUNTY, WASHINGTON LOG OF BORING B -106 FEBRUARY, t976 W- 2974 -0' HANNON L eitSOI, lac. OEOTECHNICAL CONSULT AN /S en a SOIL QESCRIPTICI Surface Elevation: APPROX. 244 FT, - W = d a n an o¢ c, 04; L2 0 p. STANO!<RO PENETRATION RESISTANCE (140 lb. relpht, 30' drop) ® Blows per foot 0 20 1 40 BLACKTOP DRIVE SURFACING (SEVERAL. LAYERS) 0 1.5 1 T 2 3 4I 5I I5 6 I T 7 1 8I 9I 10 I " I 121 31.5 . 1 1 . SLOTTED 3/4" PVC DRY 1/21/76, 1/29/76 \� us W U p i O Cr 0 -: 1 MEDIUM DENSE, GRAY, MOIST, CLEAN TO SLIGH- TLY SILTY, FINE TO MEDIUM SANO;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; s . �;�; ; WITH A FEW GRAVELLY LENSES ................ BOTTOM OF BORING COMPLETED 1/13/75 2' O.D. split spoon sample II 3' 0.0. thio —rill sample * Sample not recovered Atterberg Limits: Liquid limit Natural rater content Plastic limit Impervious seal later level Piezometer tip P Sample pushed USC Unified Soil Classification NOTE: The stratification lines represent the approrrmate boundaries between soil types and the transition may be gradual. 0 20 40 S liter content PROPOSED BOW LAKE TRANSFER STATION KING COUNTY, WASHINGTON LOG OF BORING B -107 FEBRUARY, 1976 W- 2974 -0( fIAMMOI L IIt.SOI, $IC. GEOTCCNNlCAL 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 (19H6) Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale BOREHOLE LOG DEPTH (feet) SOIL DESCRIPTION a 0 GROUND WATER CONDITION MOISTURE CONTENT % 0 SPT RESISTANCE L 10 20 30 40 50 60 70 12" Concrete slab, reinforced FA 1 III ■ FA ..___., — 2 4 * — 6 — — 8 — -- 10 -' �-- 12 — — 14 — — 16 -- — 18 — -- 20 — P.--- 22— — 2 4 - - 2 6 — — 28— — 30 — — 32 -- .3' void 2" - 3" ravel levelling ® acted Compacted, trace Hit on difficulties Clean, -4" ra fine SAND (FILL gray, silt rock, slight of augering some coarse sand piece of wood ,, /- No Groundwater I 1 HI RACK 1 il' '11 g 1�, Brass Ring Samples 1 , 1 AEI Garbage; tin metal , cloth, glass,`. some silt and sand, rotten paper No recovery • 1:1 0 11 Medium dense to dense gray, fine SAND, clean (NATIVE SAND) • ' r 74 Figure 2 PROJECT Bow Lake Transfer Station DATE 3-3 -86 HOLE NO. BH - 1 LOGGED BY SH King Co.) Washington ELEVATION 250 . SHEET 1 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. 50 60 70 --36 — r- 38 — — 40 — — 42 — Gray, fine to medium SAND —Z, —X —® / 2.5 ring samples A A 44 — — — .- END OF HOLE - -4 — - i , Figure 2A PROJECT Bow Lake Transfer Station DATE 3 -3 -86 MOLE N0. BH - 1 LOGGED BY SH King Co., Washington ELEVATION 250 ± SHEET 2 of 2 DEPTH 4.4 . Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale BOREHOLE LOG DEPTH (feet) SOIL DESCRIPTION I SAMPLE 1 GROUND WATER CONDITION MOISTURE CONTENT SPY RESISTANCE ,0 20 30 40 50 60 70 —'2 —" 4 -- — 6 * — 8 -" — 10— 12— '— 14-" - 16 — — 18— -- 20 � 22 — 12" concrete slab A, U ■ FA • ' ' ■ O. � Ei , ,' ', ■ FA No ground 9 water P1, IIIIII 1111111 1„ No settlement under slab 2" gravel base Compacted, gray, fine SAND (fill clean Trace of pea- gravel Slightly silty 1" piece of wood " iece of wood 3/4 P II 11111111 I1i!1111 11111111 I. Loose to medium dense, gray silty fine sand with gravel, mostly inorganic soil smell, messy AGE GARBAGE wood 11111111 11111111 3111111 -- 24 ,--26— r- 28 — — 30 — — 32 — Medium dense, gray to brown, fine to medium SAND, clean (NATIVE SAND) • ■ 0 II // ■ 1111 F' llI11Il 11111111 1E111111 1 111111 Figure 3 PROJECT Bow Lake Transfer Station DATE 3 -3 -86 HOLE N0. BH - 2 LOGGED BY SH King Co., Washington ELEVATION ?50* SHEET 1 of 2 DEPTH 39' Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale BOREHOLE LOG DEPTH SOIL DESCRIPTION J a w ` GROUND WATER CONDITION r MOISTURE CONTENT °6 SPT RESISTANCE lo 20 30 40 SO 60 70 • 8 1 -36 '" - 38 - Same as above -g -57\ i \ a _ r- 40 - P.. _ END OF HOLE • r 1 Figure 3A PROJECT Bow Lake Transfer .Station DATE 3 -3 -86 i HOLE NO BH - 2 LOGGED BY SSA_ ELEVATION 250 - King Co., Washington SHEET 2 of 2 DEPTH 39' 1 - Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale BOREHOLE LOG DEPTH (feet) - SOIL DESCRIPTION - J e. N - GROUND WATER CONDITION 1 MOISTURE CONTENT �% o SPT RESISTANCE ,0 20 30 40 e4 60 70 - . 2 -. 4 - _ 6 - 8 - -- 10 _ I- 12- --- 14- -- 16 -- - 18 - 20- -- 22 - -- 24 - -- 26 - - 28-- r- 30 - 1 Pi.lt • cr• e •a ement - - Loose, gray, fine SAND, moist; --2: with brick fragments, cloth and tin metal Loose, gray, fine SAND with wet -E -- , - GARBAGE Plastic wire, sod, paper -:K 4" thick newspaper -'Z 4" thick gray, fine sand gray fine sand with glass -X fragment, newspaper - Glass, newspaper Auger grinding on hard material* , ' '`-4_,,_ 5Y211 , `' END OF HOLE - ** Auger hit hard material at 26.5' and met refusal, boring prematurally terminated Figure 4 PROJECT Bow Lake Transfer Station DATE 3 -3 -86 MOLE N0. BH - 3 LOGGED SY SH King Co., Washington ELEVATION 249± SHEET 1 of 1 DEPTH 26.5' Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale BOREHOLE LOG DEPTH (feet) SOIL DESCRIPTION a i 0 GROUND WATER CONDITION MOISTURE CONTENT °/e SPT RESISTANCE i0 go 30 40 BO 60 TO ` --2 —, 4 - — 6 — —8 — — 10 — — 12— — 14 — — 16— — 18 —20— — 22 — 24 -- -- 26 — _ 28_ — 30 — — 32-- 2" asphalt concrete 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 — — — • , • ' 41. _ Dense, gray, fine SAND with gravel —z Dense, silty fine SAND with broken cobble (till like) difficult to drill due to cobble Figure 5 PROJECT Bow Lake Transfer Station DATE 3 -3-86 HOLE NO. 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 0 GROUND WATER CONDITION MOISTURE CONTENT °A t ' SPT RESISTANCE A 10 20 30 40 50 60 70 — .36 — - 38 - - 40 -- -42- 44 "- 46 - - 48-- - 50 — 52 - - 54 - - 56- -- 58- -- 60- — Dense, gray, fine to medium -Z clean, moist -. -d Native sand 2" organic seam laminated volcanic ash ,..;72 :K uprinwirmit PVC Pi ezometerflk3 Q N 4s 1/1 j Very dense, gray gravelly SILT _ (till) Difficulty of drilling due to cobble. _ g,, p6.5 ,t — 5C,/3 4 Very hard, gray clayey SILT - laminated silt - -:g 85 End of hole - Figure 5A PROJECT Bow Lake Transfer Station DATE 3-3-86 , HOLE N0. BH -4 LOGGED 9Y SH King Co., Washington ELEVATION 249* SHEET 2 or 2 DEPTH 59' 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 (feat) SOIL DESCRIPTION SAMPLE 1 GROUND WATER CONDITION MOISTURE CONTENT % sPr RESISTANCE ID 20 30 40 50 60 70 ''}}-�� �q -I .i bi laj 1 , J P4 �'"ji./Zf c W V 1 y -, 5 10 _ 12 -- 11 .20 as 30 32 -- Eli 4 t denta, J ) J 5 (t.ite.' 4 • ) 2 Mme ,t.om dd.,.iaz) y,t7 ai0/}:ti - 5e244) *ht) 4ri4 -/\ c--7 1111111 r 1 MI D.) , S> C.eeeam) J .4-44 :AZ alli D 141,4 Q�,o _ ' i ) l vr.1, S /' . L . 1 ) / �5 P -) > 1EaAllij r 1 III 1111 — 11 1 - III ,�! �rt� ,Z % J ,PROJECT ��yy;�� Bow hQ '.e, T.�(r �) (ldA,io7t, DATE '' nHLOLEtNO. BH - i O 1 LOGGED SY �/1' ELEVATIOtV__5,J SHEET 1 of a�.. �I A�d� oZ0D• DEPTH Provided to Builders Exchange of WA, Inc. For usage Conditions. Agreement see www.bxwa.com - Always Verify Scale DEPTH (feet) SOIL DESCRIPTION n GROUND WATER CONDITION MOISTURE CONTENT % �, � SPT RESISTANCE A 10 20 30 40 50 60 TO ''.3 � y 3 7%x .1 ' l) 1 �vrt12 S- a.''' 1 1. nncud 1 r-3g , y0 r _ n PROJEC - A . DATE �—� % 13H NNO. - 10 t F19wra 2* LOGGED By 774. � -0 ELEVATION ago SHEET of d�a�� �I �1 DEPTH • a U 5 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DEPTH (feet) SOIL DESCRIPTION 0.041.0, -)r lib ivk — — Dom.7 '-'1/) E ) 411. /0 — ),u- r'��� -�- GROUND WATER CONDITION l(o a/ 14i x' • C, r .14.044V — c.XM/v,„ • — — �0 f G(Y L. aL . 74gYjQ MQiSTURE CONTENT °4 SPT RESISTANCE A 10 20 30 40 50 60 70 DATE 7:713-87 LOGGED BY �0/ ELEVATION °240 DEPTH a 01 HOLE N0, BH-10 SHEET of c2,. Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DEPTH (feet) SOIL DESCRIPTION owmproimmankr 0. GROUND M WATER y CONDITION 3a 3y —3 , - -90- IMO p rap ,44-e >i2 Sa,,I.GV (� .mom 7 MOISTURE CONTENT °/° 0 SPT RESISTANCE 10 20 30 40 50 60 70 Act o -114 P OJECT rila DATE -157 LOGGED BY ELEVATION aura DEPTH 01 HOLE NO. 131-1- l o a SKEETg of r.� Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DEPTH (feet) SOIL DESCRIPTION SAMPLE 1 GROUND WATER CONDITION MOISTURE CONTENT % '. SPT RESISTANCE %i 10 20 30 40 50 60 70 r.... -a - 11 , r-' g'" —/0— -- IQ — —16 - x-18 - r ao — ,....2A _6, - -- V — --3,2,— D.4) � ) �' ) . S G; , -1/ .4t ..... —7 Vii,x4.e.) 4 Qa s , /l• 0 2 �c_._ — 1l'r 1 8.:vetg, D.te, ) S� -�-, . 7 sjeor.P,i ) p 2, 'j •. C64441 4./2.1.4i, /01A9-44Z —, . 1 r — 11 1 FlYlwYt PROJEC Fumy T 5 42Ze7V DATE 9 —f.]- t7 HOLE NO. 13H-/03 LOGGED BY 7711' ELEVATION °24/0 SHEET / 1 of j� 8�`'' DEPTH AOO• Jr Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DEPTH (feet) SOIL DESCRIPTION w GROUND 0. WATER N CONDITION MOISTURE CONTENT °/° SPT RESISTANCE tO 20 30 40 50 60 70 Ftg, (94,44 744442 *7-412,), ,,„,; - Ail llantaki pup 4 FlykrL 46,0 1,41, ( O� S �48AFt DATE Q —$:I LOGGED BY 770 ELEVATION a l 0 DEPTH HOLE NO. aH -/o3. SHE ET ec of CZ Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale SECTION C -5 HONG CONSULTING ENGINEERS (19g$) 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 I'SAMPLE 1 GROUND WATER CONDITION MOISTURE CONTENT °/• SPT RESISTANCE A 10 20 30 40 50 60 70 2... 4 _ 6 8 — 10 —\ 12 -4 14 —SP/ML 16-- 18 — 20 22 — 2" asphalt, 6" crushed rock f • 'V AO A. =` No water encountered during drilling 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) NM 150/511 TO 12 V � r Dense, gray, silty fine SAND: laminated; damp; non - plastic; (Glacial Outwash) — — , ® 24 26 — END OF HOLE .. -/ s� Figure 2 PROJECT Trans. Stn.YImprovements DATE 10 -24-88 HOLE NO. BH -1 LOGGED BY SHE Bow Lake Trans. Stn. ELE VATtON 243' SHE ET 1 of 1 Seattle, WA. • DEPTH 24' 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 2" asphalt, brown, sandy GRAVEL (Fill) 8-- 10 12 -"' 14 — 16 -- 18 20 22 — 24 -' 26 — 28 --4 30 — Loose to medium dense, gray to dark gray, REFUSE and silty fine SAND: damp; paper, metal, nylon, cloth, fiberous waste, glass (Solid Waste Fill) ..Dense to very dense, silty fine to medium SAND: damp; laminated occasional gravel; NP,SP (Glacial Outwash) END OF HOLE J a. a 4 GROUND WATER CONDITION MOISTURE CONTENT •/. SPT REStSTANGE A 10 20 30 40 50 60 70 Figure 3 PROJECT Trans. Stn. Improvements Bow Lake Trans. Stn Seattle, WA. DATE 10-24-88 LOGGED BY SHE ELEVATION, 243' DEPTH 29 HOLE N0. BH -2 SHEET 1 of 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) SOIL DESCRIPTION SAMPLE 1 GROUND WATER CONDITION MOISTURE CONTENT 14 el SPT RESISTANCE 10 20 30 40 SO 60 70 -- • 2— —r 6— . - 10- 12— — 14 --� — 16 — 18 --- -- 20 — 22-0 — 24 26 -- 28 -- — 30 — — 32 — 34 Rip -rap quarry spa • 1 t • k,„, ■ LI El 11 ',�0 • • ►►, EI '= • �, -_ Medium dense, brown, silty fine SAND: moist; some gravel; NP,SP (Fill) •- ---- Loose to medium dense, dark brown, REFUSE and sandy gravelly SILT; moist (Solid Waste Fill) 1— 3 Loose to medium dense, gray, silty fine SAND: some gravel; moist to wet at base (Fill) r -- i i_ Medium dense, b rown and gray, REFUSE and silty fine SAND: some gravel; glass, fiber, plastic; moist to wet (Solid Waste Fill) � 1 1 Figure 4 PROJECT Trans. Stn. Improvements _ GATE 10-24 -88 HOLE NO. BH -3 LOGGED 8Y SHE Bow Lake Trans. Stn. ELEVATION 246' SHEET 1 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 x 0 GROUND WATER CONDITION MOISTI}R£ CONTENT °', 0 SPT RESISTANCE lb 10 20 30 40 50 60 70 . 36., — 38— • —X — 40-- ... .— 42-. .— 44— - 46— 2 • • • _---, \. , Dense, gray, silty fine SAND: — 48 — laminated; moist; SP (Glacial Outwash) , — 50— — END OF HOLE ►... ... — — — — _ _ _ • , Figure 4A PROJECT Trans. Stn. Improvements DATE 1- HOLE NO. BH -3 LOGGED BY 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 ° t; a N GROUND WATER CONDITION MOISTURE CONTENT •/• SPT RESISTANCE 10 20 30 40 so so 70 - 2- 6- 8-- - 10- - 12- '- 14.E -- 16-- r-- 18- ^.20- 22 _ 24 - - 26 - -28-. -- 30� - 32 - 4 \3" asphalt, 6" sandy gravel z . • Very dense, brown, sandy fine GRAVEL: moist GW (Fill) -X --- .- -1 Dense, brown, silty fine SAND: I, gravelly at top; moist to saturated; SP (Fill) Loose to medium dense, brown to gray, REFUSE and sandy SILT: moist; glass, metal, fiber, brick (Solid Waste Fill) --� - _ .. . . Medium dense, gray, SILT: moist; gravel layers; peaty organics at .. top; plastic (Fill) Figure 5 PROJECT Trans. Stn. Improvements DATE 10-24 -88 HOLE NO. BH -4 LOGGED BY SHE Bow Lake Trans. Stn. ELEVATION 244' SHE ET 1 of 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 1 GROUND WATER CONDITION MOISTURE CONTENT % 0 SPT RESISTANCE 10 20 30 40 50 60 70 —•36 -- 38 — — 40 — _ Dense, brown, silty, fine SAND: laminated with silt laminates — SP -ML (Glacial Outwash) .,,� • ■ • END OF HOLE — Figure 5A PROJECT Trans. Stn. Improvements DATE 10 -24 -88 HOLE NO. BM-4 LOGGED 8Y SHE Bow Lake Trans. Stn. £LEVATON 244' SHEET 2 of 2 Seattle, WA. • DEPTH 3� 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 MOISTURE CONTENT % 0 SPT RESISTANCE A 10 20 30 40.50 60 70 2 r 4 _10_ -- 12 -, :::(Solid _ _. 20 -1 22 — 24 - 26 2$ _ ---30 - ...3, 2 - Dark brown, sandy gravelly SILT (Fill) `� , . � `-, kill 11 ' , 0 irg. • I� • 10_25 -88* 0845 . p • III Medium dense, dark gray to gray, silty fine SAND: slightly plastic 'at top; SP; refuse, wood, glass, etc.; moist (Fill) ill, 1 i1 1110 i!! Loose to dense, brown to gray REFUSE: mucky, saturated in places; glass, plastic, etc. Waste Fill) - Medium dense to dense, gray, silty fine SAND: saturated with refuse glass, wood, cloth, plastic; garbage odor (Solid Waste Fill) Al 10- 25 -8$* 09i5 _SZ__— • lig . pg). • !„ 11 11 III .r. iii, III � Very dense, gray, mottled, gravelly SILT: moderately plastic; III 2 interbed of fine to medium sand IP Ffgure 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. • 44' 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) SOIL DESCRIPTION SAMPLE 1 GROUND WATER CONDITION MOISTURE CONTENT o/o SPT RESISTANCE A. 10 20 30 40 50 60 70 1 • ,-.36 -38 -.40 -.42 ... 44 - • -- Very dense, gray, mottled, gravelly SILT: moderately plastic; 2" interbed of fine to medium sand (Till) A 50/5" 55/6•• ' # —46 -- -- j-- — *Perched water tables penetrated while drilling -- - r — 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 of 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 - Aiways 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 SUMMARY TEST FIT LOGS T7-1 10 FT SW OF FIRE HYDRANT - 2/19/92 0.0 - 3.5 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 - 7/19/92 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 - 2/19/92 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: 15r- 20— 25-- 8 BORING LOG TOTAL DEPTH: Feet SURFACE ELEVATION: Feet MEASURING POINT EL.: Feet D- m 1.1 8 DESCRIPTION Poorly Graded Sand with Silt Poorly Graded Sand with Sat and Gravel Poorly Graded Sand with Gravel 6 DISTURBED (SPT) Sample Location Sample with recorded blows per toot obtained using a split spoon sampler and the Standard Penetration Test (SPT). • Nast. Cont. 41 l Pen. Resistance (blows /toot) . 0 20 40 80 80 NOTE: This Fop of subsurface conditions applies only at the specified location and on the date Indicated. PROJECT: BOW LAKE TRANSFER STA. BORING: LEGEND LOCATION: King County. Washington DATE COMPLETED: LOGGED SY: PROJECT NUMBER: 93112 -2 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 El 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 DEPTH (feet) Z d N r en • 5 O N CO a CO O —� w 0.— Z S u N 0— :po c OO :C 0. 00' :.o. 0. 00. :o.o:c o.: pe II -18-10 28 a � • O.. 0.0 :c 0,•;4 5-- �oo:c 0.'40. :0.0X :o,o :c 0. '. oC 1x12 -50/2 :01.:4 n.:40., :0 :O :c 4'44" 10— :o0:c .1, 4:1 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. 0-9-12 21 .�.•, is Y w c�r;T 15— 20— 25— 17 -10-18 20 20-25 =28 51 Obstructions between 3.5 and 8.5 feet. Refusal. Pulled auger and moved east 2 feet. (FILL) Artifically high blow count. Soil is dark gray below t10 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 0 20 feet. Soll sample is brown. Gravelly from 24.5 to 28.0 feet. o Hoist. Cont. (X) L Pen. Resistance Wows/foot) 0 20 40 80 80 A NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated. PROJECT: BOW LAKE TRANSFER ST& 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 � i „ .c N c d — uJ w m 1 d CC Y O ❑ N d — 25— 30— 35-- 40— 20 -50/8" N —VALUE (blows /II) 5 -9-15 24 5 -15 -15 30 N15 -22 -45 87 10 -10-10 20 45-- 50— MOIST. CONT. (X) HONG WEST & ASSOCIATES , INC BORING LOG SOIL CLASS. (USCS] DESCRIPTION At 28 feet, sampler bounces: wood in shoe of sampler. Artifically high blow count. r Medium dense, gray, poorly graded fine to medium SAND with silt and gravel:.moist. Few large (i1i -inch) roots in upper part of sample. (fr T r c - e194s',ir Sand with scattered 1 beds 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 Ib. hammer dropping 30 inches. o Moist. Cont. (X1 Pen. Resistance (blows /foot) 0 20 40 80 80 PROJECT: BOW LAKE TRANSFER STA. BORING: BH -1 LOCATION: North WSOOT Fill Area DATE COMPLETED: 02/21/94 LOGGED BY: Rod 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 SECTION 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 ± feel DRILLING METHOD: Hollow -Stem Auger, Mobile 9-61 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 1 H w° 0 0— 5— 10 15 — 20 — 25 — 30 — 0 co USCS SOIL CLASS DESCRIPTION SAMPLE TYPE SAMPLE NUMBER w wE cc dD S -1 5-7-10 Z S -2 30. 50/2" OTHER TESTS S -3 8-17-25 GS pH /R S -4 10 -17 -21 S -5 10 -21 -25 GS pH /R For a proper understanding of the nature of subsurface conditions, this exploration log should be react 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. o: Standard Penetration Test (140 Ib. weight, 30' drop) A Blows per fool 0 cc —25 20 40 60 60 Water Content (%) Plastic Limit 1 • 1 Liquid Llmtl Natural Water Content 100 30 BOW LAKE TRANSFER STATION FMP UPDATE AND IMPLEMENTATION HWAGEOSCIENCES INC. TUKWILA, WASHINGTON PROJECT NO.; 2003 -008 BORING: BH -2 PAGE: 1 of 2 FIGURE: A2 BORING 2003009.GPJ 1/9/04 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale GM 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- and gray - mottled light brown, silly, gravelly, fine to medium SAND, damp. (WEATHERED TILL) GM Gravelly drill action, 7 to 15 feet. Very dense, olive- brown, silty, fine to coarse sandy, fine to coarse GRAVEL, moist to wet. (TILL) • SM Dense, olive- brown, slily, gravelly, fine to coarse SAND, moist; with approx. 2 -inch stratified sand bed at 16 feet. (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 w wE cc dD S -1 5-7-10 Z S -2 30. 50/2" OTHER TESTS S -3 8-17-25 GS pH /R S -4 10 -17 -21 S -5 10 -21 -25 GS pH /R For a proper understanding of the nature of subsurface conditions, this exploration log should be react 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. o: Standard Penetration Test (140 Ib. weight, 30' drop) A Blows per fool 0 cc —25 20 40 60 60 Water Content (%) Plastic Limit 1 • 1 Liquid Llmtl Natural Water Content 100 30 BOW LAKE TRANSFER STATION FMP UPDATE AND IMPLEMENTATION HWAGEOSCIENCES INC. TUKWILA, WASHINGTON PROJECT NO.; 2003 -008 BORING: BH -2 PAGE: 1 of 2 FIGURE: A2 BORING 2003009.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 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 J 0 H m o 30 35 40 — 45 — 50 — 55 — USCS SOIL CLASS DESCRIPTION w U z, I— Z . „ 13- . 111 lA o:-a < • < w S -B 10 -18 -19 Dense, light gray, clean to slightly silty, fine to medium SAND, moist. Minor silly 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 silty sand, 3 -5 mm thick. Borehole terminated at 41.5 feet. No ground water seepage encountered during drilling. Borehole abandoned with bentonite chips. S -7 14 -24 -26 Ni S -8 12-27-39 OTHER TESTS 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. GROUNDWATER Standard Penetration Test (140 Ib. weight. 30" drop) A Blows par foot 0_ ®10 20 30 40 50 30 9 35 40 —45 —50 — 55 20 40 60 80 100 Water Content ( %) Plastic Limit 1 0 t Liquid Limit Natural Water Content 60 BOW LAKE TRANSFER STATION ® FMP UPDATE AND IMPLEMENTATION HWWGEOSCIENCES INC. TUKWILA, WASHINGTON PROJECT NO 2003-008 BORING: BH -2 PAGE: 2 of 2 BORING 2003008.GPJ 1/9/04 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale FIGUf2E: A2 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 5— 10^ 15 20 — 25 - 30 — USCS SOIL CLASS DESCRIPTION ry :le 0r. • } L • � r GM t b Cuttings: Light gray, silty, sandy GRAVEL, dry. Medium dense, light yellow- brown, silty, sandy, fine to coarse GRAVEL, dry. (RECENT FILL) GM Glass to cuttings al 7 feet. ° ,) Gravelly drill action, to 19.5 feet. • C ( Very dense, stratified dark brown, yellow- brown, gray - brown, and reddish -brown (2 -3 Inch layers), silly, o +.° sandy, fine to coarse GRAVEL, moist, Glass fragments (clear) at 9 feel, In 2 Inch layer of abundant glass: one piece a of plastic sheeting. ° r ,c (OLDER FILL with REFUSE) 6 -Inch long, 112 -inch metal pipe in cuttings from approx. 10 • °I feet. ° r c Drove rock; blow counts overstated. C ( Dense, dark brown, silty, sandy, fine to coarse GRAVEL, wet, Trace broken glass and partly decomposed, blackened o t wood. Peaty odor. ( ( 3t, ( C}` ( Medium dense, reddish -dark brown, silty, sandy, fine to ° C c coarse GRAVEL, wet. With a 1/2 -Inch black cinder, Fast, smooth drill action from 19.5 to 35 feet. ) ( ° }�c o C,G fir, r ( Medium dense, dark brown -gray, silty, sandy, fine GRAVEL, wet, One piece of packing tape. Ce SM Loose, dark brown, silty, fine gravelly, fine to coarse SAND, wet, over rust - mottled brown and gray grading to blue -gray, silty flne to medium SAND, wet. Trace broken glass, hard SAMPLE TYPE SAMPLE NUMBER w U ~ N L co C 0 a b OTHER TESTS S -1 6-10-11 GS S -2 21 -27 -30 S -3 60/5" S-4 8-7-7 S -5 4 -5 -6 pH /R S -6 2-4-5 GS pH/R OC Standard Penetration Test (140 Ib. weight, 30` drop) A Blows per fool d 10 20 30 40 50 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 nol necessarily be indicative of other times and /or locations. 2 0 A 0 A, 0 —5 — 10 15 — 20 — 25 20 40 60 80 100 Water Content ( %a) Plastic Limit f --0- -I Liquid Limit Natural Water Content 30 BOW LAKE TRANSFER STATION OI FMP UPDATE AND IMPLEMENTATION HWAGEOSCIENCES INC, TUKWILA, WASHINGTON PZO 2003000.GPJ 1/9/04 BORING: BH -3 PAGE: 1 of 2 PROJECT NO.: 2003-008 FIGURE; A3 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 GRILLING METHOD: Hollow Stem Auger, Simcoe 4000 tracked rig SAMPLING METHOD: SPT w/ Cathead LOGATION: Sco Site & Exploration Plan, Figure 2 DATE STARTED: 10/10/2003 DATE COMPLETED: 10/10/2003 LOGGED BY: B. Thurber s off' 30 — 35 40 — 45 — 50 — 55 — 0 to USCS SOIL CLASS DESCRIPTION Borehole terminated at 44.5 feet. Minor ground wafer seepage encountered between 13 and 35 feet. Piezometer installed to 30 feel (1 -Inch schedule 40 PVC). w O. w a. U) SAMPLE NUMBER OTHER TESTS S -7 2 -2 -8 GS OC S -8 7 -20 -21 S -9 20 -31 -46 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 therefore may not necessarily be Indicative of other times and/or locations. Standard Penetration Test (140 Ib. weight, 30" drop) A Blows per foot x 10 20 30 40 50 20 40 60 80 Water Content (%) Plastic Limit 1 --®- -1 Liquid Limit Natural Water Content BOW LAKE TRANSFER STATION FMP UPDATE AND IMPLEMENTATION HWAGEOSCIENCES INC. TUKWILA, WASHINGTON PROJECT NO.: 2003 -008 BORING: BH-3 PAGE: 2 of 2 GURE• A3 P20 2003008.GPJ 1/9104 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale plastic, partly decomposed wood. Loose to medium dense, stratified gray, dark brown, and blackish -brown, slily, fine gravelly, fine to medium SAND, wet. Trace broken glass and mostly decomposed paper fiber in lower 6 inches, partly decomposed wood. SP Minor gravelly drill action below 35 feet. Slough on top of sample: Blackish -brown soil as above, with 112 -Inch thick layer of plastic bags. Dense, gray, clean, fine to medium SAND, moist. (ICE CONTACT STRATIFIED DRIFT) Very dense, gray, clean, fine to medium SAND, moist. Massive. Borehole terminated at 44.5 feet. Minor ground wafer seepage encountered between 13 and 35 feet. Piezometer installed to 30 feel (1 -Inch schedule 40 PVC). w O. w a. U) SAMPLE NUMBER OTHER TESTS S -7 2 -2 -8 GS OC S -8 7 -20 -21 S -9 20 -31 -46 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 therefore may not necessarily be Indicative of other times and/or locations. Standard Penetration Test (140 Ib. weight, 30" drop) A Blows per foot x 10 20 30 40 50 20 40 60 80 Water Content (%) Plastic Limit 1 --®- -1 Liquid Limit Natural Water Content BOW LAKE TRANSFER STATION FMP UPDATE AND IMPLEMENTATION HWAGEOSCIENCES INC. TUKWILA, WASHINGTON PROJECT NO.: 2003 -008 BORING: BH-3 PAGE: 2 of 2 GURE• A3 P20 2003008.GPJ 1/9104 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 ± feel DRILLING METHOD: Hollow -Stem Auger, Simcoe 4000 tracked rig SAMPLING METHOD: SPT w/ Cathead LOCATION: See Site 8 Exploration Plan, Figure 2 DATE STARTED: 10/9/2003 DATE COMPLETED: 10/10/2003 LOGGED 8Y: 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. USCS SOIL CLASS DESCRIPTION - ., GM C'` C Cuttings and drill action: Loose, brown, silty, sandy, fine 10 coarse GRAVEL, moist. Gravel subrounded. 71 (GM `- LRECENT FILL) ° c At 2 feet cuttings become dark brown. - ) Drill action generally gravelly, from 2 to 33 feet. D ( Dense, gray- brown, silly, fine to medium sandy, fine 10 coarse GRAVEL, moist. Trace wood fibers. ° — (OLDER FILL with REFUSE) � C Hard, gravelly drill action at 3 -3.5 and 6.6.5 feet. - 7 ( ° lc - } D — 7+ ( c Lc Dense, dark brown to blackish- brown, with minor light - )c. , ( brown, organic, silly, fine to medium sandy, fine to coarse GRAVEL, moist. Mild peaty odor. }` Hard, gravelly drill action at 10 to 11 feet. D 41 h' 1 o .)4( Medium dense, stratified blackish -brown to dark gray, silty, , (1 'D sandy, fine to coarse GRAVEL, moist. Parity decomposed wood fragments In 1 -inch layer at 14 feet. - °t.1` �c 0 D Medium dense, reddish brown and gray -brown grading to - , r ( blackish- brown, silty, sandy, One to coarse GRAVEL, moist. ° ,J{i' Mild peaty odor. Trace broken glass, brick, and plastic <? IC sheering in btackish -brown portion (18.5.19.5 feet). 2-inch _ l7 ( thick partly decomposed wood. 0 - a'.. ID 4 11, Medium dense, stratified blackish- brown, blue -gray, and - )S ID brown, organic, silty, sandy, fine to coarse GRAVEL, moist a p ofc t grading to wet. Trace broken glass and porcelain, - C CJ( - irtc _ '.-� lc, - 4Ir-, )1 1-. ( c Medium dense, dark brown with some blackish-brown, silty, sandy, fine GRAVEL, wet. Trace broken glass, brick fragments, partly decomposed wood fragments. SAMPLE TYPE S SAMPLE NUMBER w U F N (0 C w= a. S -1 24-17-19 XS -2 11 -17 -19 S -3 11 -8-5 S -4 4-8-10 S -5 7 -10 -12 OTHER TESTS yi S-6 7 -10.12 GS pH/I 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 limes and /or locations. WU H w x Standard Penetration Test (140 lb. weight, 30" drop) • Blows per foot 10 20 30 40 W d 50 0 20 40 60 80 100 Water Content ( %) Plastic Limit ) ---G --i Liquid Limit Natural Water Content BOW LAKE TRANSFER STATION + FMP UPDATE AND IMPLEMENTATION HWAGEOSCIENCES INC. TUKWILA, WASHINGTON PROJECT NO.: 2003 -008 BORING: BH -4 PAGE: 1 of 2 FIGURE: A4 PZO 2003008.GPJ 19/04 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING COMPANY: Holocene Drilling SURFACE ELEVATION; 286.00 t feel DRILLING METHOD: Hollow-Stem Auger, Stmcoe 4000 tracked rig SAMPLING METHOD: SPT w/ Cathead LOCATION: See Site & Exploration Plan, Figure 2 DATE STARTED: 10/9/2003 DATE COMPLETED: 10/10/2003 LOGGED BY: B. Thurber 2 30 35 40 45 O m rn USCS SOIL CLASS DESCRIPTION fct o,a -n - o, J a� t c t c C ( ` Medium dense. dark brown, silty, gravelly SAND, wet. 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. Rootlets at 39 feet. Massive appearance. (WEATHERED DRIFT / COLLUVIUM) SP - Medirun dense, yellow - brown, clean, fine to medium SAND. - damp to moist. 3 lenses et nist- brown, slightly silty sand. (ICE CONTACT STRATIFIED DRIFT) - Medium dense, light gray, clean, fine to medium SAND, moist. Stratified, with 3 -5 mm lenses of slightly silly sand. 50 — 55 60 — Borehole terminated at 49.5 feet. Minor ground water seepage encountered between 25 and 35 feet. Plezometer installed to 33 feel (1 -inch schedule 40 PVC). SAMPLE TYPE SAMPLE NUMBER re Standard Penetration Test (140 Ib. weight, 30" drop) A Blows per tool 0- 10 20 30 40 50 W' `%l S -9 7 -12 -11 X XS-50 7 -11 -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. 30 35 — 40 — 45 —50 — 55 20 40 60 80 100 Water Content ( %) Plastic Limit 1-49-1 Liquid Limit Natural Water Content 60 BOW LAKE TRANSFER STATION FMP UPDATE AND IMPLEMENTATION HWAGEOSCIENCES INC. TUKWILA, WASHINGTON PROJECT NO.: PLO 2003008.GPJ 119104 2003 -00.8 BORING: BH -4 PAGE: 2 of 2 FIGURE: A4 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/ 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 O V) USCS SOIL CLASS DESCRIPTION - SM 6 Inches sawdust (next 10 small pile) over quarry spar 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, fight olive -brown, slightly silly, fine to - medium SAND, moist. Very dense, light gray, clean, fine to medium SAND, damp. Dense, light gray, clean, fine to medium SAND, dry to damp. - Stratified, 1- to 8 -inch thick beds. SAMPLE TYPE SAMPLE NUMBER 5 -7 -9 X5-2 8 -13 -14 OTHER TESTS S -3 8-13-14 GS pHlR S -4 14.26.35 S -5 15.15 -18 GS pHIR 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 al the specified location and on the date indicated and therefore may not necessarily be Indicative of other times andlor locations. GROUNDWATER Standard Penetration Test (140 Ib. weight, 30" drop) A Blows per foot 0 10 20 30 40 0• A wJ 50 0 0 A. 0 •A ». 5 — 10 t 15 20 — 25 20 40 60 80 100 Water Content ( %) Plastic Limtl Liquid Limit Natural Water Content 30 BOW LAKE TRANSFER STATION agEM FMP UPDATE AND IMPLEMENTATION HWAGEOSCIENCES INC. TUKWILA, WASHINGTON PROJECT NO.; 2003 -008 BORING: BH -5 PAGE: 1 of 2 FIGURE: A5 J IIORING 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: 279,00 * feet DRILLING METHOD: Hollow -Stem Auger. Mobile 13-61 truck rig SAMPLING METHOD: SPT w/ Aulohammer LOCATION: See Site & Exploration Plan, Figure 2 DATE STARTED: 10/9/2003 DATE COMPLETED: 10/9/2003 LOGGED BY: B. Thurber x w 30 O (0 USCS SOIL CLASS DESCRIPTION 35 — 40 — 45 — 50 — 55 — Medium dense, light 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. SAMPLE TYPE Borehole terminated at 41.5 feet. No ground water seepage encountered during drilling. Borehole abandoned with bentonite chips. SAMPLE NUMBER w U Ix Standard Penetration Test w < • ) 1- F- 1— (140 Ib. weight, 30' drop) w , to w E i- o A Blows per foot cC w Z z O 1— ., 0. 0 10 20 30 40 50 co n S-6 8 -12 -15 5 -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: 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 andfor locations. 0 A 35 —40 — 45 50 —55 0 20 40 60 80 100 Water Content ( %) Plastic Limit 1 0 1 Liquid Limit Natural Water Content 60 ONI BOW LAKE TRANSFER STATION FMP UPDATE AND IMPLEMENTATION HWAGEOSCIENCES INC. TUKWILA, WASHINGTON PROJECT NO.: 2003 -008 BORING: BH -5 PAGE: 2 of 2 IGURE: A5 BORING 2003008.GPJ 119/04 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale CP 5 t SC;19 CO U wit HWA GEOSCIENCES INC. VICINITY MAP BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale FIGURE NO. 1 PROJECT NO. 2003 -008 es 4uawaa,.y suorypuo0 eBesn Jod Sul 'VM W Eo ueyox3 sioPPn9 of PaP!Acud LEGEND * BOREHOEDESIGNATICN AND APPROXIMATE LOCATION TP -11 ;ESTPITOE GNATIONAND APPROXIMATE LOCATION BH54 APPROVA1ATE LDCATIONOF HWA BORING (2033) (BH4THRUB144) 814-1* APPROXIMATE LOCATION OF HONG WEST BORING (1991) t■44 AP ROXOMATB LOGVIOH OP GanER'ASSOCIAtES TEST PIT OM) (TP-t THRU 11,4) } APPROMMATE LOCATION OF GOWER ASSOCIATES HMO AUGER HOMO (1992) (14A-1 TIRO HA F{CE5 APPROXIMATELOCATWN OF MONO CONELB.1 NO ENGINEERS BORBA (1998) 0381 THRU B144) icE -1o3 APPREGOMATE LOCATION OFHONG COMSULTNO ENGINEERS BORING (1987) 0314401 THRU 814103) HCE -0j APPROXIMATE LOCATION OFHONG CONEULTNG DIMNESS O (1988) 09141 MU8 H4) SW -1074- APPR079MATELOCATION OF B1tANNCNa WILSON DORM (147a) (D-101 THRU B 197) DMa$ APPROXIMA/ELOCATION OF DAMESa MOORE BORND (19(5) 03a1NRU(36) 0 50 100 150 SCALE IN FEET BA$ELIAP PROVIDED BY: RW.BECKyttl 7I1/I8 �.,uou.3-aoe -z1 uw L.a MN.. MAW. \WAV( uuwxe u-au -ugm BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON I 1 I I I I /11 c i grqg k 6 a co as b- Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale ,1eog u0/\ eMy - wm ewcq rnrnm aas luawe9JBV suorppuo3 aBesn ioj oul 'VM to a6ueyox3 scapl!n: 01 pepwx. h LEGEND 8.237 $ BOREHOLE DESIGNATION AND APPROXD.(ATE LOCATION Tp41$ TESrWr0E51GNAT1oNANO APPROXIWOELOCATION BH-5� APPROXOATE LOCATION OF HWA BORING 42)03) (13H.2T RD APPROXIMATE LOCATION OF HOG WEST BORING 099H) 0,54. APPRO MATEIOCAT1ON OF GOLDERASSOCWTES TEST PIT (1892) {1P-1 TIWU 1P6) * APPROXIMATE LOCATION OF G01.081 ASSOCIATES HAND AUGER BORING [1992) (HA-1 7HRU HAS) HCES. 10E -103- HCE-4.& APPROXIMATE LOCATION OF HONG CONS111.1140 BOFINOOn) (BHA TIWU 0H) APPROXIMATE LOCATION OF HONG CONSULTWO ENGINEERS BORING (19(17) (8W1401 T RUB331031 APPROXLMATE LOCATION OF HONG CONSULTING ENGINEERS BORING (1988) (8131 THRU 034) SW- 1074- APPRO1 LATELocAtroN OF SHAMMY 6 MAISON BOG (197 413.101 TFWU MOT) DMS APWIOXBNTEIOCATIOi OF PARRS 41 MOOiE BORING (1935) (13.1 THRU /16) BASE MAP PROVIDED BT: 11.WJ3SCKAe:e0 MSG avo..J .w1.,.13W7,. -a m. LAM 11(1...r b&* Wwwvlw. t1.11.ARE o.- m -oaoM, D'. WPM FDA nu. vim AI ME SILL PQl1WSED RETAIN= VALLS MISUSED Sit -ICAO PerPOSED OVER- CrGVATtm+ AMA: 0 50 100 150 SCALE W FEET BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON L1CWE 3n. 2C PIM= ND. 2003.005-21 Provided to Builders Exchange of WA, Inc For usage Conditions Agreement see www.bxwa.com - Always Verify Scale A 3 1 0 300 — 240 — LJ 2 Q O 70 — LL 60 — Z 2 4 O D 2 3 O Q 220 W 10 —, W 200 — i • R 6 ` 1 taro-Am, Tale.' tat.. AI IFANIff L �l. v A AVAVAVAVAI AT - V`VAVLi�;ojT,!!�'Y�VATN�M AZrAAV �6D1 AVAVAtii'�M'AV ATAVAV►V VAV,V _ ... .. D, 6 0. U EASTACCESS ROAD PAVEMENT 1 4 0 1 a 0 170 1 6 0 1 5 0 1 4 0 1 3 0 -- 1^2- O — 11 0 1 1 0 0 -- - 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. 11 DOVIAXICE TRAStR 3T6 RONVAINEGRAJIXE XSEC 7FR.nRv HORIZONTAL SCALE 1»=.30' 0' 15' 30' 60' 0' 15' 30' 60' VERTICAL SCALE: 1'a30' FILL WSDOT FILL REFUSE BURN FILL SI./�CIAi DEPOSITS " I LEGEND as IZ9 50/3' EXPLORATION DESIGNATION AND SITE PLAN SIAM, N- VALl1E (BLEAASFOOTI STANDARD PENETRATx1N TEST NONSTANDARD PENETRATION TEST WATER LEVEL AT TIME OP DRILLING WATER LEVEL MEASUREO1N PIEID\4"TER ON TUE DAM /NOIGTED INFERRED GEaOG10 CONTACT SAND PACK AND SCREEN PDERYAL BOTTOM OF DORDNG EXISTING GRADE PROPOSED GRADE �` ® MT jaW WC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CROSS SECTION A -A' bane w �`"m3A -1 ow= et 1Tt DATE 07.23.08 PRONQT Na 2003-008 -21 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see ; EXISTIN BUILDING 1 0 J J 3 v z ce a z 1:012 • ... o J.. g. 0a i ACES§ a 0) 2. H LO EXISTING GROUND SURFACE A' 3 1 0 riL . ' TITiUToat Y4iI I►TI► FIL WITH Til�?f/�• rivir 32 1 yY�TLVsTAICIWiT'++i;:�i'0 TdT_ GLAd�I�A�L -� SE1y5414!'. 444 44..444 1 • (563 I- 300 i 0590 2 B 0 I- 270 - zso 2 S 0 —4 1 STORAGE 0 1 PIT r- Z mf GLACIAL -13EPOSH'S LEGEND 0 EXPLORATION DESERUTION ml� AND SRE PLAN COL T (29 5W3' 35 N•VAWE • jB10W900T) STANDARD PENETRATION TEST NONSTANDARD PENETRATION TEST Q WATER LEVEL ATTIMEDF O<NLKo WATER LEVEL MEASURED RJPE0METER ON THE RATE 11101ATED. 4FERRED GEOLOGIC CONTACT SAND PAOKAND SCREEN INTERVAL BOTTOM OF 90RU+G EXISTING GRADE PROPOSED GRADE FILL Fl MOOT 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. S: \2003 PROEC IS \ 200.1-00E121 BOW LAKE IRANSFER STA110N \C1D\90YLAXE 2.9 A•NAMO J 240 2 3 0 2 2 0 2'1 0 2 0 0 1 9 0 . r 190 r 1 7 0 1-- 1 6 0 - 150 ... r 1 4 0 - 1 2 0 L 1 2 0 . . r 110 1 0 0 W 1.11 LL z ELEVATION DRAVN ST __ swat Ka �iWAG �,S BOW LAKE RECYCLING AND TRANSFER STATION CROSS SECTION . FT flL 3A-2 e TuKWILA, WASHINGTON A -A' SATS 1+11- 10. 07.23.08 2003-008 -21 L LJ LuJ Z ELEVATION 3 1 0 3 0 0 290 — . 280 2 '0 2 6 0 2 X50 2 4 0 2 3 0 2 2 0 2210 2 0 0 1 9 0 1 8 0 x-70 190 1 3 0 — 1 4 O — B • 0, u_ 4' .... z in a B'I 0 w W 1 3 0 1 2 0 110 3. 0 0 • Y Y Y • s. 1-- ATttk4#1 VAv 4 E v" ,4a TAA6TV I0VA .AV643TA,5• AT. VAVIw • AVAAVy IIKff i• .I ' raaIi% Ottir i n 4 EAST ACCESS::: Ak �AV iLLWITH.REFU 11'/, �!G`iLVAVYAva falrATA a .Sal . . :. .. 1 Wlr '�'11V, ►•Y'h.iIIO /TL��o - �,..�.t asas 0/5 553[6• .443, GLACIAL DEPOSITS: 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. Ina -'.14\ a 414'0. 4.4% ,r. •1' 11 ., a • • .•1 1 .� HORIZONTAL SCALE: 1'..30' 0' 15' 30' 60' 0' 15' 30' 60' VERTICAL SCALE: 1•=30' FILL 39 WSDOT FILL ISIREFUSE BURN FILL 0315• . 37 3s ... i .. - son. .77 i 7.- 3/4186 F- 2 LEGEND 0 m EXPLORATION DE ICJIA 1CW AND 0DE PLAN SH\BOI N- VALUE - 4(1DV62FODn 20i 4TAwn4RO PENPTRATV0 TEST NON- BTANDARDPENE1RA12ON TE$1 !29) 50f3' 35 WATER LEVEL AT TOT OF ORA L010 WATER LEVEL MEASURED W PR30NETER ON THE DAtE DmCATEO DIFERRPD MOLD= GONTADT SANG PAC% AND SCREEN INTERNAL BOTTOM OF 000046 • EXISTING GRADE PROPOSED GRADE HWAGEOSaENCES INC BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CROSS SECTION B -B' -B" DRAWN 00 UK. 0liD go 81. 4400 07.23.08 3B -1 PROUST ND. 2003 -008 -21 REV 08 XIS x0004 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com • Always Verify Scale t-SC 3NI1H3IVIN L LEGEND (29 50/3' —L- :EXISTING BUILDING r EXISTING • GROUND i • SURFACE; T ACCESS: L MIN OM ANN e. ' GLACIAL • DEPOSITS • �� � �50 REFUSE 27% : jra VAV `I A 32 (0: 53 - wm B" PROPOSE • RETAINING •WALL A; r 3/9/07. GLACIAL L DEPOSITS• • GLIACIAL . DDPOSITS: i { (551 050/67 EXPLORATION DESIGNATKIN AND SITE PLAN SYMBOL N.VALUE•(BLOY.. FOOT) STANDARD PENETRATION TEST NONtTARDARDPENETRAT'ON TEST WATER LEVEL. AT TRIES DRILLING WATER LEVEL MEASURED W PEZONETER ON TEE DATE INDICATED. INFERRED GEOLOGIC CONTACT BAND PACK AND SCREEN INTERVAL 2O1TOMOF 8DDWG EIOSTINOGRADE PROPOSED GRADE i- -4 !SC/ {50/67 I50/6'1 FILL WSDOT FILL REFUSE /,:;i1 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. SAZOOC- PRD.ECTS\ZOOS- 008- 2T-BOW LAKE TRAMPER STATION \CAD\BORIANE %SEC A -K.DWG 7 • HORIZONTAL SCALE 1. =30' 0' 15' 30' 60' 0' 15' 30' 60' VERTICAL SCALE: 1' =30' 3 2. 0 300 2 9 0 2 9 0 2 7 0 2e a0 2 9 0 2 4 0 2 3 0 2 2 0 2 1 0 2 0 0 190 — 1 E3 0 L. 1 7 0 160 190 1 4 0 130 2. 2 0 110 1 0 0 Lv W LL ELEVATION IN UiT HWA BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CROSS SECTION B B' B" Daum ST 3MRS B -2 RTHL DWI 07.23.08 PROM= NO. 2003-008 -21 CO Intentionally sc, lank 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 ELE D 10 300 -? 290 2 E30 270 260 240 J 2 3 O 220 210 2 O O - o o i. ... otto 1- W ' O.V ......... S N i W .I .. _.. .411* ,; w Ali /� An �/a ∎01, F LL .... ,�o00d�` L� �) J�OpOT1�/��1' �Tlt►t►V�iVOP<oA ��iF,iliiCV ��T RE E q V" A.TiTIT�71►��7L7j/OW�i� TEFAF `'_ VAVAMI�LrTAT W1,►P/. eau ;I EAST i ACCESS TRAILER • ROAD . .. LOADING PIT •EXIT •'AMP TRATEER PARKING—ARE .................. GL CIAL DC OSITS 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. 3' 00YPRCOECTS\ 2007 - 005-21 BOWLIKE TRANEFF 1 57RI0N\CADVOWTAKE %SECA -K.DWG HORIZONTAL SCALE 1 " =30' 0' 15' 30' 60' 0' 15' 30' 60' VERTICAL SCALE: 1 " =30' a w 2 S ;REFUSE ..... .... . ..... FILL WSDOT FILL REFUSE BURN FILL LEGEND 0 1N1 Ot EAPW$A1 KIN DESGRMTWN AND BITE PUNS SYMBOL NA/ALUE- (BLOWStF001) 20'1 STANDARD PENETRATION TEST {25H NON - STANDARD PENETRATOR TEST 50/3' WATER LEVEL AT TIME OF ORLLING WATER LEVEL MEASURED W PIE2004ETER ON TI@DATE =KATED INFERRED GEOLOGIC CONTACT 35 CARO PACK AND SCREEN INTERVAL BOTTOM OF BORING EAST916GRADE PROPOSED GRADE Mal A � BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CROSS SECTION D-D' uAMm' am. 3D -1 17l[C= Lrt ex OM 07.23.08 PNOQLT NO. 2003-008 -21 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale H lR D' 151411ifit EB i .- TRAILER o 0-- — :1 — • PARKING . .- TRAILER nWArMPANCIT . 11011,41111, NON 41.1 -1- 4 V� 'RN ' 48 A cam t45) . :IlEPiIS 7 S LEGEND 0 EXPLORATION DESIGN. T ION AND SITE PUN SYMBOL N- VAWE- (DLOY9+FOOTT STWOARD PENETRATION TEST NONSTANDARD PENETRATION TEST WATER LEVEL AT TIME OF DRILLING WATER LEVEL MEASURED IN PIEZO ETE.R ON THE DATE INDICATED. INFERRED CEOLOGC CONTACT SAND PACK AND SCREEN QTTERVAL EOTTON OF BORING EXISTING GRADE PROPOSED GRADE a� t FILL WSDOT FILL INREFUSE tfl .•. 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. 5 \2003 PROJECT. 2063-069-21 BOW LAKE TRANSFER STAIION \CAD\BOMLAKE X:.[C A—RDKI HORIZONTAL SCALE: 1' -30' 0' 15' 30. 60' 0' 15' 30' 60' VERTICAL SCALE 1'30' :r 1 2 0 110 1 0 0 ELEVATION 03 KtS HOUSE N0 3 D -2 BOW LAKE RECYCLING AND TRANSFER STATION CROSS SECTION m EL IMGE6��IEN� INC TUKWILA, WASHINGTON D -D' mTt P60ACT o 07.2108 2003-008-21 03 KtS a a w a O A 0n N b 3 3 8 0 d m E W L1J LL z ELEVATION 3 1 0 3 0 0 2 9 0 220 2 7 0 220 250 240 230 220 2 1 0 2 0 0 1 • 0 1 2 0 2. 7 0 120 150 1 4 O 1 3 0 1 2 0 — 110 -1 1 0 0 — 1- w m.0 .SOUTH • • ACCESS ROAD N N A 04 ,• a s7% irAPAVATATA�9IVA AIPAYA AY ANIA�A 4.c, • ., a T�TTA %TATA ,:4itTAVAVATAOAn. T 1%TATkVATi1VAT s FAVA'PAT1T GTA A'VA �, r Vier 'V TAV ►TATAV , 4AVAVAVATA �T LT�TACKLYAVA '1ITAVjVATA��T,TJTAVA s i�ATATJ kFAVAI ii!►! AVAI`fr- ",. igrAYAVAVAVA �i A`�AVA`� TAV -"° — • • •'�vAlr TAT T1 R :a*••i i animas . Easy 0 CO 0 0 :: • 420, . . . ... _. FILL '' C15) 06) a GLACIAL bil ?tistrs • 7A 05) (AD. tra Ul�y- cadtAL DEPOSITS' . s 5 •I„ CRT 1%29/15 w w Z 1 1— 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. &AMID PRWECI5S202-000.21 BOW LME TRANSFER STATION \CAf\BONLAKE XSGC A-K.DWO EXIST I1G BUILDING . 0 • HORIZONTAL SCALE: 0' 15' 30' 60' 0' 15' 30' 60' VERTICAL SCALE: { FILL WSDOT FILL REFUSE BURN FILL 1 LEGEND as EXPLORATION DESIGNATION MID SITE PLAN SYMBOL N•VALLE - )BLDWSIFOOI) STANDARD PENETRATION TEST NON•6TANDARO PENETRATION TEST WATER LEVELAT TWE OF OWING 'NAM LEVEL MEASURES IN PIESOTOETER ON THE DATE INDICATED INFERRED GEOLOGIC CONTACT SAND PAG0AN0 SCREEN STTFRVAL BOTTOM OF BORING EXISTING GRADE PROPOSED GRADE W® HWA(EOR ENCES INC BOW LAKE RECYCLING AND TRANSFER STATION CROSS SECTION BIAlU DY 3E -1 m At TUKWILA, WASHINGTON E E' OWE PROJECT 1O. 07.23,08 2003-008 -21 .v00 0 a s co a a 0 A 0 0 0 0. 0 m 8 3 D 0 . :1:.:: -1 ... ... .; .. .... Vim-.. ..�. 1�. . .. 1 .. ... �. F-... .. ... . .' ... . i I NOk1F{ TRAILER PARKING AftfA y J EXISTING . _ ::. : mot } TRAILER- .. . GROUt{D .....:: ' : i ..LOADING PIT ::: , ACCESS ... ..... ... .. . a� E .... HIT RAMP .... ROAD.. +.. ' :: :: :7 : ' .: ' :.. u_ . �3 y .;e T /Aril atom .AErA s .rsuerer 'r,tWF 11NAVAYATAYA VA A A. i111.Mili _ wA ...S. .�► �►�AV AV, ►7A n s ITAT000Vii��AY 1r Y • V " - V Awesr . - ' ... . . . �,. Ar .Olds •1 • � .... . . . SURF 0 . r r• rA OP A,REwsE .I - m GLACIAL .... . . r - .1. DEF01...... . . I � , C37) ..... ...GLACIAL .. •DEPOSfTS 4 3 1.10 E' LLJ LLI LL z 11 t- 2 4 0 z D 2 2 O Q 2 1 0 W J zoo LL) LEGEND 0 (29 50/3' EXPLORATION DESXWATION ANN $NE PLAN SYMBOL N-VALUE -wo /$/Fool) $TANMRD PENETRATION TEST NON - STANDARD PENETRATION TEST WATER LEVEL AT TOME OE DRILLING WATER LEVEL MEASURED IN PtEZOECEIER ON THE DATE *UNDATED. INFERRED GE0LOGIC CONTACT 35 -8 SANG PACK AND SCREEN INTERVAL BOTTOM or BORING EXISTING GRADE PROPOSED GRADE FILL -a: WSDOT FILL ter;, REFUSE t- I 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. 5:\2003 PROSC IS\Z003 -000-21 BOW 1AXE TRANSFER STARON \CAD\9OMLAKE 7626 9 -K.BWG HORIZONTAL SCALE 1 " -30" 0' 15' 30' 60' Cr 15' 30' 60' VERTICAL SCALE: 1 " -'30' 8 3 0 1 4 0 - 140 170 1 6 0 1540 1 4 0 - 1 3 0 120 1 1 0 — 1 0 0 BOW LAKE RECYCLING AND TRANSFER STATION CROSS SECTION coma ST mC mum 3 E -2 iR 9L DM � N� TUKWILA, WASHINGTON EE' 041E rlmacr "' 07.23.08 2003-008 -21 rovided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale 1 ELEVATION IN FEET .10 300 J 290 280 270 2.0 2 0 2 4 O 2 2 0 220 210 200 1 9 0 1 8 0 1 7 0 — 1 2 0 1'30 — 1 4 0 1. 3 0 1 2 0 110 F 1 100 /5.1707 TATIMMITALVAIM FiL4 : : TAIbA. '141Mio , wwverAvNA: err",e.TMn• .u- l7lR�AT/fS6FA A A. +rA i FAVATA IFr AIM PA VOA CAVAL3RLTATATiTAMFlWAV A w _� w W.orosl`TillnYAMcza �e ITAYA.VWAIVA IMAY <►s avaVaw�k141,0AWAW�►a . • �� ' _ qw�r VA�Al�� �� TM-ei AYJIq%�� TnR�■ __ dAi4A�tL i4'I► t!'ITA GLACIAL .. 6+ '7 V T:<i r• DEPOSITS .. ....... .... . 43 . s1/29.76 439) • Qe) :GLACIAIL a40) DEP©ITS 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 am interpretive in nature and may vary laterally or vertically over relatively short distances on site. J HORIZONTAL SCALE: 1' =30' 0' 15' 30' 60' 0' 15' 30' 60' VERTICAL SCALE: 1 " =30' FILL WSDOT FILL REFUSE BURN FILL LEGEND 0 ALTS Y 2O (29) 5Uj3' EXPLORATION DESIGNATION MO ate PLAN SYMBOL WVALUE- LBIAWBFOO)) sTAROARO PENETRATION TEST NON•BTANDARD PENETRATION TEST WATER LEVEL AT TIME OF OIZILLWG WATER LEVEL MEASURED IN PiEZOM1ETtiR ON THE OATE INDICATED. _—_1 -- ',MEWLED GEOLOGIC CONTACT 35. SAND PACK AND SCREEN INTERVAL BOTTOM OF BORING E XISTINGGRADE PROPOSEDGRADE L) W Z 1 MAw Rr EEK mum M0. 3F � N� BOW LAKE RECYCLING AND TRANSFER STATION CROSS SECTION or BL - ' TUKWILA, WASHINGTON F F dRE PROJECT Na 07.23.08 2003-008 -21 provided to Builders Exchange of WA, Inc, For usage Conditions Agreement see sI LL • co LL - al rn cn w w LL LL ... .. .1 1 .. EXISTJNG T.RANSFEF BUILDING .: ::. : :: : .. • I r . mmwa - PROPOSEIf UA' NTEI WI CEBU1LOiN T • F -r t 139) .151 LEGEND 0 DO 20 (29 35 EXPLORATION n6$IGNAn0N AND SITE LRaN SWSOL N -VALUE - (9LOWS16005 STANDARD PENETRATION TEST NON-STANDARD PENETRATION TEST WATER LEVEL AT TINE OF DRSLIXO WATER LEVEL MEASURED IN PIE7051^ER ON THE DATE INDICATED — INFERREDOEaaOGIC OONTALT SAND PACK AND SCREEN INTERVAL BOTTOM OF BORING EXISTING 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. • V29/7A. • FELL WITH EFUSE • GLACIAL DEPOSITS 11 31 HORIZONTAL SCALE 1' =30' 0' 15' 30' 60' 0' 15' 30' 60' VERTICAL SCALE: 1' =30' SPASM 1T )mil( RAM N1. 3 F BOW LAKE RECYCLING AND TRANSFER STATION CROSS SECTION DRD7 E1 n at -2 MI MI HWAC S�NCES INC TUKVUILJI, WASHINGTON F-F' D.,1 PROJECT Ka 0713.08 2003-008 -21 m 3 a 0 m EXTENT OF ADJACENT PROPOSED TRANSFER /TSOBUILDING w ELL m L` 05 --- 1W--- 11-------- L- ........ ........ �........ f 1 Z 1 WSDOT. FILL q. F° m 3 32. 0 `- 00 I- 2 ■ O B O 270 i260 an O 240 - 20 — 2 1 0 - 2 0 0 190 — 1 B • r • � iA a: l'���r � r • • . GLACIAL a7=+' DEPOSITS' 3 3 m ......... ... .. .. LEGEND N 05 EXPLORATION DESIGNATION AND ERE PI AN SVMSOL N.VO4JE' •(DLOw9F00T) 2Oi STANDARD PENETRATION TEST (29 NON.NTANDARD PBOESA1TIN TEST 50/3' WATER LEVELAT TIMEOF ORURO WATER LEVEL MEASURED IN PIE2OMETER ONTNE DATE INDICATED INFERRED GEOLOGIC 12/INTACT 35 &AND PACK AND SCREEN INTERVAL EOTTOI/ OF WRING EXISTINGiORAOE PROPOSED GRADE FILL WSDOT FILL REFUSE QBURN F1LL 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 \2003-PR61ECIS\200Y01RF2I BOW -LAKE AKE DtANSFER STATION \CAD\9OWLAKE ARC. A-KDTW HORIZONTAL SCALE 1 - =30' 0' 15' 30' 60' 0' 15' 30' 60' VERTICAL SCALE 1"=30' GLAcML _ _DEPOSITS 1— — 1 7 O 3. 6 0 1s0 - 110 - 100 uJ LL.1 LL z : 1 ELEVATION REV DRAWN In EEH ROW[ " NM HWA�� S BOW LAKE RECYCLING AND TRANSFER STATION CROSS SECTION „�XTD n>t> 3F-3 TUKWILAT WASHINGTON FF DATE nmT¢T NO. 07.23.08 2003 - 008-21 REV rowded to Builders Exchange of WA, Inc For usage Conditions Agreement see www.bxwa.com • Always Verify Scale ELEVATIEN IN FEET 3 1 0 3 0 0 — 290 • 280 2 7 0 2 9 0 290 2 4 0 2 3 0 2 2 0 2 1 0 200 140 190 1 7 0 w Z -J Y 1-- W 0_ 0 0! o_ N Ny ili N� . . I• a 0. u) 1 n.l • N.• .d' y. • �( yam. 0. 0. 1: • i i.l.i- �.4ii��.r.1.ii�'Jt�• PRpPOSED DETE 1. 1. NVAULT 4 x._ 160 _ ..... . 1 3 0 — 1 4 0 1 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.\2003 PROJECTS N.2003 -DCW- BOW LIKE TRANSFER STA H0N \CAOj6DNtAKE %SEC A-R.O= 1 HORIZONTAL SCALE: 1' -30' 0' 15' 30' 60' 0' 15' 30' 60' VERTICAL SCALE: 1 - =30' ADVANCE OUTWASH FILL �g WSOOTFILL REFUSE BURN FELL LEGEND 0 N FXPI (S8ATflN n€51[1.11OH AND SUE KM! SYMBOL W a 1— E]RSTI.YG GRADE PROPOSED GRADE UM ��C BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CROSS SECTION G -G'-G" 11 FIGURE 3G -1 caa® n tai °n 07.23.08 MUM iel 2003- 008-21 Provided to Builders Exchange of WA, Inc. For usage Con aas tuawaargv su aIe3S ltyunA sAVMIV - w z 2 W 1J .M W Am'. ▪ ...... Lev L7 Z z z G" 0i .cJ • PROP c° TRANSFER BUILDING N • �S15ff67- } 6') (70) —.-J 46 37 GLACIAL ,DEPOSIT LEGEND N 20. (29) 50x3^ E)IPLORATION DESIGNATION AND SITE PLAN SYVBOL N-VALUE • (BLOWS/FOOT( STANDARD PENETRATION TEST NONSTANDARD PENETRATION TOUT 2. WATER LEVEL ATTNE OFORRLNG WATER LEVEL MEASURED N FIEZONEIER ON THE GATE INDICATED. +- -.4.— INFERRED GEOLOGIC CONTACT 35 SAND PACK AND SCREEN INTERVAL BOTTOM OF BORING DESTRO GRADE PROPOSED GRADE GLACIAL DEPOITS FILL E WSDOT FILL • REFUSE 2 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. �200s PROlEC1A\200)- HORIZONTAL SCALE: 1 ` =30' 0' 15' 30' 60' 0' 15' 30' 60' VERTICAL SCALE: 1' =30' 6') 6') 60/17 60%37_ 60/6'., GLACIAL DEPOSITS F- 10 3 O O { 90 �� 2 B 0 70 2 6 0 250 - 240 23O - 22O - 10 . 1 2 0 0 - 1 9 - 1090 1 - 1 7 0 160 150 - - - -r 1 4 O H AGEO,SCI1NcEs INC BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CROSS SECTION G -G' -G" F- LU L,J LL z H mow R EEK ELEVATI ❑N TOURS YD. CHECKED PT SL 3G -2 3610 07.23.08 PROJECT NO. 2003 - 008-21 REV OS SIS WAX% provided to Builders Exchange of WA, Inc. For usage Condit' H ELEVATION IN 310 3 O O — 290 280 I 270 �-- 260 — O 2 4 O —J 230 220 21O — 2 O O 190 B0 —I 1 O — 160 — 1 O — 140 1 3 O LJ V y H Z J jn In o —I M U .0 I, 1.11.1 LI M 6.... � .N M 6.. N o ... PROPO ED ha °:'¢ 1 I ..1. • 1. • 1' • TRANSF R BUILDING ;a g ".•:•,;:= BURN F ADVANCE OUTWASH .a9 50/3' —4 GLACIAL I . DEPOSITS rt 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 PR61eC15 \2013 -0013- ON\CAD\80MLAKE X C A—NCWO • HORIZONTAL SCALE. 1 -.230' 0' 15' 30' 60' 0' 15' 30' 60' VERTICAL SALE 1' =30' FILL WSDOT FILL • REFUSE BURN FILL LEGEND 0 40 (29) 50/3^ 35 EXPLORATION DESIGNATION AND 5,TE PLAN SVNBOL N -VALUE - (HI.DNSTOOT) STANDARD PENETRATION TEST NON.s TAN]ARD PENETRATION TEST WATER LEVEL AT TW.E 01 DRLUNO WATER LEVEL MEASVREC IN P1E2E/METER ON THE DATE wDdCATED - INTERRED 010000C CONTACT SAND PACK AND SCREEN INTERVAL BOTTOM OF BORING EXISTING GRADE PROPOSED [MADE i1WAGEOSCIENCFS BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CROSS SECTION H -H' .*w. sr EEK =au sr II_ Ili D. 3MH -1 MIT 07.23.08 PROM= 10). 2003.008 -21 10 V 0010 to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale 2 F W I � e 2 N N N wnw.semom•silsr.a.mesoNnwew IIIMMMIMINAMINIMM1111.1101011.1■1011.0•1111.11011 MN.* la //WIN( MI Pa H '0 ''i'i.j +•� "''yam s'�t3 • 1 67 ST) r•- GLACIAL DEPOSITS 61 LEGEND 0 N Ath Y EXPLORATION DESIGNATION AND SITE PLAN SYMBOL '1- N- VAWE- (BLWWSFOO1) 201 STANDARD PENETMTpN TEST (29 50/3^ NON-STANDARD PENETRATION TEST WATER LEVEL AT THE OF DRILLING WATER LEVEL MEASURES 0 PEZOMETER ON THE DATE INDICATED. INFERRED GEOLOGIC CONTACT 35 SAND PACK AND SCREEN 1TTERVAL BOTTOM OF BORING EXISTING GRADE PROPOSED GRADE FILL 4'--`_°`, WSDOT FILL MREFUSE 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. 5 \2DOS PROJECTS\2003- 008-21 BOW COQ: TRAN5LN srnnON \cAD\NOMLA E. XSEC A -K.OWD 52 310 3 0 0 - c^ 9 0 - X130 • 270 • 260 2 �0 • 040 230 550 • ^c 10 00 HORIZONTAL SCALE: 1",.30' 0' 15' 30' 60' 0' 15' 30' 60' VERTICAL SCALE: 1. "30' 19 0 - 100 170 160 1 S 0 1 4 0 130 H' Ld W LL z H ELEVATION • DfA'IM B{ ISK MORE MX BOW LAKE RECYCLING AND TRANSFER STATION CROSS SECTION =RED m eL 3H-2 mum ��' N TUKWILA, WASHINGTON H -H' DAIS 07 23.08 PROJECT Ns 2003-008-21 1 Provided to Builders Exchange of WA, Inc. 10 3 (0 0 8 3 N I . m -+Z .: ; m::: 3 0'0 39.0 80` PRQPOSE:J MAINTNARNCE -- ^LDING i ! '7 0 —. zoo { 1+ I s .. ..j 1 . . 1 1 I _ 1. I.... .E. i ca. mm2f6 ... 5 1- W 100404. M 4. . ... — : PROPOSED' TRANSFER BUILDING I F . WSDOT FILL 1 (No -- . :.. ADVANCrOUTWASit- (3398 VANCE DUTWASii 77 -. GLACIAL DEPOSITS 1-9 0 113 0 1'7 0 6 0 —1 • The subsurface conditions shown are based on widely spaced bonngs 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 • 008-21 BOW LAKE TRANSFER STATION \CAD' 0YEAKE XSt0 A –K.oWG HORIZONTAL SCALE: 1' =30' 0' 15' 30' 60' 0' 15' 30' 60' VERTICAL SCALE: 1 - =30' FILL WSDOT FILL REFUSE BURN FILL LEGEND N 4 EXPLORATION DESRYUTEIN AND SRP PLAN STLN10L N.YALUE . (RLOWS0000 ) 201 STANDARD PENETRATION TEST (29 NON-STANDARD PENETRATION TEST WATER LEVEL AT 11ME OF ORE1ENO W rER LEVEL AQEASUREDiNPIE],OMEIER ON THE DATE INDICATED. INFERRED DEOLOG C CONTACT SAND PACKANn RCRFFN INTERVAL ROTTCIN OF BORING E00n00 GRADE PROPOSED GRADE 4*08 sr Mt !MW[ N0. 31 g BOW LAKE RECYCLING AND TRANSFER STATION CROSS SECTION wceXm o. 9L -1 ® �ii A�71�,s�. S�E INC. TUKWILA, WASHINGTON I-I' DATE PROJECT KO. 07.23.08 2003 - 008-21 a a s w O a 0 m 2, T 0 r0 a 0 as 0 3 0 sZS I"o Z 8 3 D F 0 0 .I ........... ... _W w 1- 10 (4. FO (4 h CA CI is- .....m.v. ...... .. I' '1 !MI MO C • 1 . WINNOW (431. LEGEND 0 4- 20 t2s 5W3" EXPLORATION DESIGN/M8 AND SITE PLAN Grimm. N -VALUE .{BLOWS/FOOT) STANDARD PENETRATION TEST NONSTANDARD PENETRATION TEST WATER LEVEL AT TIME OF DRILLING WATER Levu MEASSRE0 R1 P030VFTER ON 151E DATE INDICATED. INFERRED GEOLOGIC CONTACT 35.3 SAND PACRAN5 SCREEN INTERVAL BOTTOM OF BORING EXISTWO0RADE PROPOSED GRADE C46)- (311.. • Y353 -• GLACIA1- DEPOSIT WSDOTFILL' L i9nf FILL WSDOT FILL REFUSE t ;A BURN FILL The subsurface conditions shown are based on widely spaced borings and test pitsand 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: \2003 PRO.ECTS\2003- 008-21 BOW LAKE TRANSFER STA NON \CADVONUNE 5500 A -K.aWD HORIZONTAL SCALE: 1" .30' 0' 15' 30' 60' 0' 15' 30' 60' VERTICAL SCALE 1 ".30' 3 1 0 300 2 9 0 280 270 2 6 0 2_.50 2 4 0 230 220 2 1 0 2 0 0 — 1 9 0 • 1 8'0 • . : 1 7 0 1 2 0 W w Lo z ELEVATION l 7d1'M in, EFK 1MWC UO. BOW LAKE RECYCLING AND TRANSFER STATION CROSS SECTION B. HL 1 -2 DV HVAGEOZENCES INC TUKWILA, WASHINGTON I -I' urz raDner Ma 07.23.08 2003. 008-21 provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see 3 I. 0 3 0 0 — 290 220 2 7 0 2 6 O z 2 S 240 2 3 0 220 210 200 190 1 E3 0 1 7 0 120 1'50 1 4 0 1 3 0 ELEVATION HORIZONTAL SCALE: 1' =30' 0' 15' 30' 60' En 0' 15' 30' 60' VERTICAL SCALE 1 " =30' O (1.1 • mioN I ADVANCE OEIWASH I j f TOP -09 - PROPOSED •RETAINING- VALL w c.'d[ I ` BOTTDM 01;- PROPOSED RE7 En (°u LEAD • CONTAMINATED) ANGEROUS t'ASTE:: vTt.T5:lw • ▪ _7,�r�TJ. E^3>Y. 14 ill rbi& NG- VALL . . .C59 .(50) C30./S1 (SOPS') . . i (50/69 (50/69 #II I 1. 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. VW.% 111S V4'1N ... :4 r1 vb a re, WI. Vim. ^VI i ADVANCE OLITKIASH_. f W 2 0 FILL WSDOT FILL REFUSE BURN FILL LEGEND 0 J)5 (29 50/3 35 ExsionAnON DEBIGNrnON RD BRE PLAN B4,5001. N -VALL2 - ISLOWS.N007 STANDARD PENETRATION TEST NON-STANDARD PENETRATION TEST 4 WATER LEVEL .0 TAJE OF DRILLING WATER LEVEL UEASURED of PEIIJNETER ON THE DATE INDICATED INFERRED GEOLOGIC CONTACT SAND PACK AND SCREEN ITERVAL BOTTOM OF COMIC EXISTING GRADE PROPOSED GRADE HWAGEOSCIENCES BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CROSS SECTION 3-3. OEAwW JJr EEK nircro xi EL JJa 3J -1 PATE 07.23.08 renJEer Pal 2003-008 -21 REV-00 NLS %WJO( rovided to Builders Exchange of WA, Inc. For usage Conditions Agreement see r r m N LV) -1 00 E9 TOP. OF PROPOSED. RET 1AIG. VALL. . ATATOTAVOKFAYATAYATA 4.313r vALT Ammo° 74 7.1 1r 11 AIIIMMIGIOWT if. {MN 71, VALVARI.ALT" 70)r. . Lsorr®( �; PR�OSED• RE ADM WALL : • (ss) , o •ORTNSIS VAI'!CE AUT15 SH. (6N 50/67 (5a (5A) (6W (78) ADVANCH DU1WASH (50/50 (r0 (50/60 LEGEND N 20 129 E%PLDRATION DESIGNATION AND ME PLAN SYYBOL N.VALOE • (5tOWSSFOOT) STANDARD PENETRATION TEST NON$GNDARD PENETRATION TEST WATER LEVEL AT 1114E OF DRILLING WATiRREVELNEAStRRED IN PIEZONETER ON T1E DATE INDICATED --- INFERRED INFERRED GEOLOGIC CORTACT 35 -6 SAND PACK AND SCREEN PRAWN BOTTOM OF BORING OUSTING 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. 0D3 PRO.ECT5 \2003- DDS -21 BOW LAKE TRANSFER SRA(W)1\CAD\a0YUU(E %SEC A -ILDWD 1 T HLINE 3J-3 HORIZONTAL SCALE 1' =30' 0' 15' 30' 60' 0' 15' 30' 60' VERTICAL SCALE 1 "30' CROSS SECTION *A8N °" � 3J -2 nm w EL DIEP, HWAGGaSG NCESG BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON J J' we 07.23.08 MAXI INI 2003-008,21 ided to Builders Exchange of WA, Inc 00 N C1 . . . . TOP DE PROPOSED RETAIN150 .VALU J' 3 1 0 3 0 O 290 2 9 0 2 7 0 - 2 9 0 230 2 4 0 2 3 0 220 - 2 1 0 200 1 9 0 - 1 9 0 N • • LEGEND 0 20 (29) 50/3" 35 EXPLORATION DESIGNATION AND RITE PLAN SYMBOL N.VALUE- (ELMWOOD STANDARD PENETRATION TEST NONATANDARD PENETRATION TEST WATER LEVEL AT TIME Or DRILLING WATER LEVEL MEASURED IN PIEZOMETER 05 THE DATE INDICATED. INFERRED GEOIDG12 CONTACT SAND PAC% 550 SCREEN INTERNAL BOTTOM 02 BORNS EXISTING GRADE PROPOSED GRADE 150/01 .I (j0 /6'l - .. 1.+B_ITTTam PRtr FILL WSDOT FILL • REFUSE BURN FlLL The subsurface conditions shown are based on widely spaced borings and test pits and should be considered approXirnate. Further, the contact lines shown between units ere interpretive in nature and may vary laterally or vertically over relatively short distances on site 5;\2DOS PNDE1(8S2Op3- 0Q8 --21 BOW LAKE TRANSFER STARON \CAD' OMUIE X.4x 5-I0-0W0 'ED RETAINING JALL: GLACIAL DEPOSITS : . • ▪ IA '27 27 • 61 33 27 35 52 1 7 0 Li LL1 LL z ELEVATI ❑N HORIZONTAL SCALE: 1 A =30' 0' 15' 30' 60' 0' 15' 30' 60' VERTICAL SCALE: 1 "=30' ' ��BOW II UM LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CROSS SECTION.. ] J' �NEP JIM, INSURY ND. 3J -3 BL MIS 07.23.08 ITT In 2003-008 -21 woPl!nB o] PaP!Acid change of WA, Inc. For usage Conditwns Agreement see www.bxwa.com - Always Venfy i ELEVATION IN FEET K 3 3 0 3 2 0 3 1 0 3 0 0 2 9 0 2 B 0 270 2 E. 0 2 S 0 2 .. 0 2 3 0 -{ ^x:20 210 2 0 0 1 9 0 1 B 0 1 7 0 - 3 v 1— y I W PROPOSED . TRANS RBUILDING 3 N N N L,. N V' ILL .O JELIN K' L .I� .ti'''': B41Rry FILL; � •:: iri q< 1.4..... .r.t:...:;::'-'44'..:1-:-:•:•::::,215; :' _� z..: •.: a. BURN FILL ZJ E.S1Lt2J L'Jir•.r. •..'t- '•.J_J '.,r- .sii.eI ��•l' :.��:•: .`� Vii. ADVANCE OUTWASH J 1 6 0 LEGEND 4. EXPLORATION DESIGNATION AND EITE PLAN SYMBOL *VALUE - {RLOW5E001) 20'4 STANDARD PENETRATION TEST 50/3 35 NONSTANDARD PENETRATbN TEST WATER LEVEL ATTIME OF DRULLW0 WATER LEVEL MEASURED W PIEZOMETER 011 THE DATE INDICATED. - - INFERRED GEOLOGIC CONTACT SAND PACK AND SCREEN INTERVAL BOTTOM OF e0RW0 EXISTING GRADE PROPO5E0CKPOE HORIZONTAL SCALE: 1•=30' 0' 15' 30' 60' 0' 15' 30' 60' VERTICAL SCALE: 1 5:\200.1• FRO.ECIS \2003- 005-2L BOW LAKE TRANSFtR SIA IION \CAD\30YMK! MC A-ICOWO { NOTE. The subsurface conditbns shown are based on widely spaced borings and test plts and should be considered epproxlmate. 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 330 320 3 1 0 3 0 0 2'9 0 2 6 0 2 7 O 260 2 5 0 2 A. 0 - 230 2.2 0 2 1 0 2 0 0 - 190 - 1ES0 - 1 7 0 - 160 LLJ W LL z H ELEVATION Mi VI 0 ACIENCES BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CROSS SECTION K_K' 8A I VV 4- clad® °T ffi- DME 07.23.08 r "a• 2003-008-21 00 1 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 22 23 24 25 26 27 28 29 30 Refuse Settlement Calculations under additional loads caused by any added fill such as Structural and Blodegrad ation= 0.2 ��. 0.002 -___ » . fill Transfer Station » ._._ __� . or preload -_ _ »_.. »....... Primary Settlement Secondary 8iodegradatlon Settlement Newly Added Landfill Cover Refuse Glacial Deposit Primary Consol. Long Term Settlement Primar,y-fSecandary+Blodegradation . Fill Soil i Period S HC Log((cr ,.° + 4a) AFT= Cae *log d t- -ti iBio S = H'1-(1- 002) "50) ( ;Unit Wt. (pcf) J. 120j 120' ! ! 93i I I 138 ! 0.3 yrs ? 50 yrs 1 /a „° ) 1 i i 1 I I 1 1 j f Primary___.__._.._. consol ;Secondary coeff . } f 0.2501 Bow Lake Recycling coeff. 13/4/yr. _.S -- ^ 0.030 1 1 Height of Refuse (ft) Unit W. ' (PO Land fill cover '(ft) Unit Added M. F1N (pct) Height (ft) Unit 1Overbuy i Stress due Primary M. !den Ito New Fill settlement (Pc) 1 (Psi) 1(PSt) (ft) Secondary (f0 Blodeg Settle radatia ment n (R) (ft) 5 93 5 120 10 120 832,501 1200 1 G5 €001 1 x -1200 1297 50`» 1200 1530.001 1200 0.485 0.301 0.476 1.262 2}384 3.424 4.412 13 `. 1.0 !fflit 93 10=4 120, 1201 120! $ `•: 0 ?819 1.066 1.257 X 1 `0 °61.2 0.929 '00:953 1.429 15 20 93 93 ,,�if6120,, .�1..._ 5 120r 104 1201 10 • 1.249 ,..1.905 5 - 10 �- • 15 _ 20 931. s.,5:,6-::193 93 93 5 �vrT :, t•45 5 5 «_ _. -..» M 1201 20[ 1201 832,501 2400 n y, a -- _ ..._ _ ...... 1, 0 x2A 1.x120 106 .5 ' ' 1201 201 1201 1297.50j - 2400 1201 20}' 120! 1530.001 2400 t t ._.«._i__...._._...._......1 t 0.736 ` 1128,1 1.706 2.049 _ ........- 0.284 0.476 1.497 0:953 21815 1.429 4.020 1,904:11.•1"5.(5 A 5811 0.886 - 1.197 5 ..............,.10 15 20 _........ -83 in;___ 93 93 5 R..T ......: 5 5 57 ................... 120 3 301 •. "120; 832.501 3600 1201 30 1201...1,065.00' 3$00 120 30 1201 1297.50 3600 120; 30, 120' 1530.00. 3600x 0.908 1;804 2.163 - 2.627 0.273 0.476 1.657 0,95.3 3:116 1.429 4.448 1.905 5.690 0.560, 0.856 1.158 Example Calculation 1, See rows 18 and 23 in red and blue. The refuse thickness is assumed to be 10'. See line 18 in red. The total settment 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 biogradation 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 0.15' (= 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 load (2400 psf) during life time will be 2.815', row 23. To reduce the settlement, preload 10' fill is assumed. Now the total height of the fill becomes 30' or 3600 psi as shown in row 28. After three months, the primary settlement will be 1.604' under preload and structural fill, row 28. After removal of preload, the 20 feet structural•fiil settles during the life time of the project 50 yrs. By Ignoring the biodegradation, the total settlement under 20' structural fill will be 1.86 ( =1.281 +0.581 +0) After 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 is 2.815'. 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 EFW =35 OVER PILE SPACING H = 10' to 15' &TV 230 OVER 3D d =1.5H MINIMUM 6.5H 5—EFW= 19 OVER ID TRAFFIC 70 psf --I D --- PILE DIAMETER Temporary timber lagging design pressure = 1/2 of EFW EFW = Equivalent fluid unit weight. NOT TO SCALE HWAGEOSCIENCES INC. EARTH PRESSURE DIAGRAM DRAWN BY ..EEK BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CHEcIED BY L DATE 07.24.08 FIGURE N0. 5A PROJECT N0. 2003 - 008 -21 TASK 2100 SA2003 PROJECTS \2003-,.008-21 BOW LAKE TRANSFER STATION \CAD`HWA EARTH PRESSURLDWG Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale REV 00 10.8 XO QXX EAST ACCESS ROAD GEOGRID'-7 MSE WALL GLACIAL DEPOSIT A BURN FILL GEOPIERS NOT TO SCALE J HWAGEOSCIENCES INC. MSE WALL ON GEOPIERS DRAWN BY EF.K BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CHEc1c _SH_ DATE 07.24.08 MORE ND. 5B PROJECT N0. 2003- 008 -21 TASK 2100 H: IPROJECTS12003 PROJECTS12003-008 -21 Bow Lake Transfer StetionlCAD1hwe msewell.DWG Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale REV DOKL8>IX= 0. 0 0. 0 CO 0. (D 0 v 0 D 0 A m 0 w ca m 0 0 0 cn co cn m m 3 m (n co 1 is 0 cn m m DEADMAN CANTILEVER - SOLDIER PILE WALL ON SLOPE AT EAST ACCESS ROAD •. _BURN FILL •• BACKFILL <45 ° –m /2) ❑UTWASH OR • 37PCF +6,5H •� • GLACIAL DEP ❑SIT 37PZFk.6.5H NCH ❑R ROD \ \ IGN ❑RE UPPER 5' 120 PCF, \ ,� FI TI • \• \ \S-CSC •\ OF 2 • \ D1 32PCF PILE DIAMETER WALL DESIGN PARAMETERS HWAGEOSCIENCES INC. BACKFILL SURNFILL GLACIAL DEPOSIT Cohesion. psf 0 0 0 4) DEGREE 30 30 36 Units wt., (pct) 110 110 135 Active EFW, (pcf) 37 37 32 Passive EFW, (pcf) 120 240 Traffic load (psf) 70 70 70 Seismic 6.511 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 Temporary timber lagging design pressure = 1/2 of wall design pressure. 1f_�� • •• 2 — • NOT TO SCALE HWAGEOSCIENCES INC. EARTH PRESSURE DIAGRAM DRAWN er EEK FIGURE N0' 5 C BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CHECKED FIT S.H. HATE 07.24.os PROJECT HO. 2003- 008 -21 TASK 2100 \2003 PROJECTS \2003- 008-21 OOW LAKE TRANSFER STATION \CAD \HWA EARTH PRESSUREQWO REV 00 Kos MAX 5' H= 10' to 15' 2' TO 5' h1 =5 to 15' • 1 RETAINING WALL AT TRAILER PARKING 0.9H PROVIDE SWALE- ECOLOGY OR LOCK BLOCKS RECYCLE 3' I GEOGRIDJ LONG TERM x x STRENGTH, 2000 to 2500 lbs /ft. @ 12' TO 18' VERTICAL SPACINGI 100% LATERAL COVERAGE 10 dlaT!`' MINIMUM BATTER = 1/10 LIGHT WT . .,BACKFILL, COMPACTED BACKFILL 4, =36' = 135 pcf GE❑GRID1 LONG TERM STRENGTH, 1000 lbs /ft. @ 24' VERTICAL SPACING) 100% LATERAL COVERAGE B1 =8' MINIMUM OR i¢h1 WHICHEVER IS GREATER. B 2= 2 x B 1 +0.9 H +h1 +Ys h 1, TRAILER PAD DESIGN IN FRONT OF THE WALL SHOULD CONSIDER DIFFERENTIAL SETTLEMENT BETWEEN LIGHT WT. BACKFILL, GEOGRID 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 HWAGEOSCIENCES INC TYPICAL MSE WALL SECTION DRAWN BY _EEK BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CHECKED BY _.H_ FIGURE 1,10. 5D DATE 07.24.08 PROJECT N0. 2003- 008 -21 TASK 2100 H :V1PROJECTS\2003 PROJECTS*2003-0O8-21 Bow Lake Transfer Staton\CAD\hwa mse wall DN/G Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale REV 00 Ia.8 X144XX RETAINING WALL AT TRAILER PARKING NOTE' MINIMUM BATTER = 1/10 H=10' .811 GEOGRIDJ LONG TERM STRENGTH, 20000os/ft. @ 12' LIFT GRANULAR BACKFILL GRANULAR MAT COMPACTED ' • 7. 7 7 _: 7 5' T LOCK BLOCK WALL HWAGEOSCIENCES INC 30' REFUSE GEOPIERS GLACIAL DEPOSIT NOT TO SCALE MSE WALL ON GEOPIERS SECTION DRAWN BY Inc BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CHECKED or .SH.. DATE 07.24.08 FIGURE NO. 5E PROJECT ND. 2003-008-21 TASK 2100 H:11PROJECTS121303 PROJECTS12003-008-21 Bow Lake Transfer StalIon1CAD1hwa ins wall.DVVG Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale RV 00 10.8 =Oa 1 SOLDIER PILE WALL WITH DEADMAN nlforri Load ?u.= 2/3h X 135 BUS PARKING AND ACCESS RAMP NxvcrV.cvcce: 24H 2 1 MeAVAVAV 2' to 5' Existing f,IU t EFW =200 pcf Acing over 2D 5' to 1 10' MIN REFUSE EFW =80 pcf (Reduced due to 15' large deformation of refuse.) Acting over 113 GLACIAL DEP ❑SIT EFW =440 pcf Acting over 3D s e -+a RECYCLE YARD ANCHOR ROD COMPACTED BACKFILL y= 135pcf 0 =36° EFW -48 or convert to rectangular (24H) Kae = 0.35 Acting over 8' PILE spacing MAN ExIS g fill EFW O 8. pcf 0=30 Acting over D44 r -CK6e p 4u. REFUSE y =93pcf ¢ =26° Kae = 0.51 EFW =47 pcf Acting over 1D r•—(Kae ■ GLACIAL DEPOSIT y= 140pcf =42° Kae = 0.28 EFW =39 pcf Acting over ID MINIMUM DEPTH OF PENETRATION INTO GLACIAL DEPOSIT = 10' Kae = COEFFICIENT 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 HWAGEOSCIENCES INC EARTH PRESSURE DIAGRAM DRAWN BY _ED BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON cHEcKED ar �H DATE 07.24.08 FIGURE NO. 5F PROJECT NO. 2003 - 008 -21 TASK 2100 S: \2003 PRO,ECTS\ 2003 - 008 -21 BOW LAKE TRANSFER STA110N \CAD\HWA EARTH PRESSUREDWG Provided to Builders Exchange of WA, Inc. For usage Conditions. Agreement see www.bxwa.com - Always Verify Scale REV 00 b.S X/X00( LONG WALL AT TRAILER PARKING SOLDIER PILE WITH TIMBER LAGGING H= 10' TO 15' • .• • ' 12' 1 GRANULAR FILL GEOGRID WALL T= 2,0001bs 2' TO 5' FILL 5' TO 15' REFUSE GLACIAL DEPOSIT SOLDIER PILE WALL FACING WITH GE ❑GRID WALL IN THE BACK NOT TO SCALE J H AGEOS IEN , S INC GEOGRID WALL WITH SOLDIER PILE DRAWN we EEK BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CHECKED BY H DATE 07.24.08 FIGURE NO. 5G PROJECT NO. 2003-008-21 TASK 2100 s: \2003 PROJECTS \2003- 009 -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 8D KL8 X/X/XX ( LONG WALL AT TRAILER PARKING SOLDIER PILE WITH TIMBER LAGGING 20' GRANULAR FILL(2') GEOFOAM BLOCKS FILL REFUSE GLACIAL DEPOSIT SOLDIER PILE WITH GEOFOAM WALL HWAGEOSCIENCES INC GEOFOAM WALL NOT TO SCALE DRAWN BY _EEK BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CHECKED BY _SIL DATE 07.24.08 FIGURE 110. 5H PROJECT 110. 2003 - 008 -21 TASK 2100 S: \2003 PROJECTS V003-008-21 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 DO KL8 X/X/XX ( x GE ❑GRID REINFORCED GEOBAG WALL TOE WALL, ON EAST SLOPE ilimoupP x x x Iial:11.11' y = 11.-1L x SEEDS AND PLANTS 6 HEIGHT VARIES 111,7:11 �. ;11. 17471 .U% 1117=116 7h, x x x x x z!ki :Tr 11. EACH BAG STACKS ON SPIKES APPROVED BY DESIGN ENGINEER. MIN. 2 FEET NOT TO SCALE J HWAGEOSCIENCES INC GEOBAG WALL DRAWN or £I K BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON CHECKED BY SN . DATE 07.24.08 TRAM N0. 51 PROJECT N0. 2003-008 -21 TASK 2100 H:1IPROJECTS12003 PROJECTS12008.008-21 Bow Lake Transfer Statlon1CADlhwa mse waOAWG Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale REV W la.e X/XIXX 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 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 backfrlled 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 GEOSCIENCES 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 GEOSCIENCES 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 TEST SYMBOLS COHESIONLESS SOILS COHESIVE SOILS Density N (blows/ft) Approximate Relative Density( %) Consistency N (tnows/R) Approximate Undrained Shear Strength (pal) 1260 250 - 500 500 - 1010 1000 - 2000 2000 - 4000 >4000 Vary Loose Loose Modem Dense Dense Very Dense 0 to 4 4 to 10 10 to 30 30 to 50 over 60 0 - 15 15 - 36 35 - 85 65 - 85 85 - 100 Very Soft Son Medium Stitt Stiff Very Stitt Hard 0 to 2 2 to 4 4 to 8 8 to 15 15 to 30 over 30 USCS SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP DESCRIPTIONS Coarse Grained Soils More then 50% Retained on No 200 Sieve Size Gravel and Gravely Soils Moro Than 50% 01 Coarse Fraction Retained on No 4 Sieve Clean Gravel ( ltte or no fines) NI • ® GW Well-graded GRAVEL . go I o n• GP Poorly- graded GRAVEL Gravel with Fines (appreciable amount of fines) 111,• GM Silty GRAVEL , GC Clayey GRAVEL Sand and Sandy Soils 60% or More of Coarse FrecOon Passing No 4 Sieve Clean Sand (little or no fines) Sill and Clay SW Well - graded SAND SP POOrly-graded SAND Sand with Fines (appreciable amount of fines) SM Silty SAND SC Clayey SAND Fine Grained Soils 50% or More No. 200 Steve Size Silt and L Lane s ass than then 50% Gay ML SILT Ct Lean CLAY 01 Organic SILT /Organic CLAY 5(1 Liquid Llmit and 50% or Mae More Clay MH Elastic SILT CH Fat CLAY OH Organic SILT /Organic CLAY Highly Organic Solis ■P , — 4 or PT PEAT COMPONENT DEFINITIONS COMPONENT SIZE RANGE Boulders Larger than 12 in Cobbles 3 into 12 In Gravel 3 in to No 4 (4 5mm) Coarse gravel 3 In to 314 In Fine grovel 314 In to No 4 (4.5mm) Sand No. 4 (4.5 mm) to No. 200 (0.074 mm) Coarse sand No. 4 (4.5 mm) to No. 10 (2,0 min) Medium sand No. 10 (2.0 mm) to No. 4010 42 mm) Fine sand No. 40 (0.42 mm) to No. 200 (0.074 mm) Sill and Clay Smaller than No. 200 (0.074mm) %F Percent Fines AL Atlerberg Limits: PL = Plastic Limit LL = Liquid Limit CBR California Bearing Ratio CN Consolidation DD Dry Density (pcf) DS Direct Shear GS Grain Size Distribution K Permeability MD Moisture /Density Relationship (Proctor) MR Resilient Modulus PIO Photolonlzatlon Device Reading PP Pocket Penetrometer Approx. Compressive Strength psi) SG Specific Gravity TC Trieste! Compression TV Torvane Approx. Shear Strength (tsf) UC Unconfined Compression 1 0 11 SAMPLE TYPE SYMBOLS 2.0" OD Split Spoon (SPT) (140 Ib. hammer with 30 In. drop) Shelby Tube 3-1/4" OD Split Spoon with Brass Rings Small Bag Sample Large Bag (Bulk) Sample Core Run Non - standard Penetration Test (5.0" OD split spoon) GROUNDWATER SYMBOLS V Groundwater Level (measured et 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 ate arranged in order of Increasing quantities. NOTES: Soil classifications presented on exploration logs are based on visual end laboratory observation. Solt descriptions are presented In the following general order: Density/consistency, color, modifier (If any) GROUP NAME, additions to group name (f 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 complete description of subsurface conditions. MOISTURE CONTENT DRY MOIST WET Absence of moisture, dusty, dry to the touch. Damp but no visible water. Visible free water, usually soil is below water table. LEGEND OF TERMS AND DTBOW LAKE RECYCLING AND TRANSFER STATION SYMBOLS USED ON HWAGEOSCIENCES INC TUKWILA, WASHINGTON EXPLORATION LOGS PROJECT NO.: 2003-008 FIGURE: A-1 LEGEND 2003008.GP.1 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 75 tracked rig SAMPLING METHOD: Dames and Moore, 3001b Aut6hammer SURFACE ELEVATION: 280 t feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/15/2007 DATE COMPLETED: 2/15/2007 LOGGED BY: .1. Spark 10 15 20 25 8 DESCRIPTION w a. 2 1— 2 J J _ - '. SM 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) f / - '. 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, Tight 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 stratlication, subhorizontal. Grades very dense. L / _ j ! SM = SP SM Very dense, olive gray, Slightly silty, fine to medium SAND, wet. No stratification noted. 30 — 35 — 40 — 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 sulfde =0 ppm, combustible gas 0% LEL. No environmental sample collected from B -201. 8-1 8 -7 -7 S -2 5-7 -9 pH 8-3 13 -11 -7 S-4 4 -4 -5 GS 8-5 4 -7 -14 S -6 10-20-34 S -7 8 -16 -20 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 end 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) ♦ Blows per foot 10 20 30 40 50 AS »; • 0 20 40 60 80 100 Water Content ( %) Plastic Limit I- --4- -I Liquid Limit Natural Water Content 0 5 10 15 20 25 30 35 40 BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCES INC. BORING 2003008.GPJ 8!5108 TUKWILA, WASHINGTON BORING: B -201 PAGE: 1 of 1 PROJECT NO.: 2003-008 FIGURE: A-2 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, CUE 75 tracked rig SAMPLING METHOD: Dames and Moore, 3001b Autohammer LOCATION: See Site & Exploration Plan, Figure 2A 290.35 ± feet DATE STARTED: 2/16/2007 DATE COMPLETED: 2/16 /2007 LOGGED BY: J. Speck T 0 o .. 0— 5 10 15 CO N USCS SOIL CLASS DESCRIPTION 20 —1 H H H 25 —i 30 —I. 35 -•1, 40 — CC m UJ 8-1 3-4-4 4 -5 -7 ® S-3 5.11 -14 n/ S-4 6.14 -24 GS OTHER TESTS 0 S -5 9-12-23 S-6 5-15-20 S -7 8 -26 -29 A S -8 10 -20-30 E 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 W U (300 Ib. weight, 30" drop) L P ♦ Blows per foot U 0 a 10 20 30 40 50 0 »A -40 0 20 40 00 80 100 Water Content ( %) Plastic Limit j— e----) Uquld Limit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION HWA.GE0SCIENCES INC. TUKWILA, WASHINGTON PROJECT NO.: 2003-008 BORING: B -202 PAGE: 1 of 2 FIGURE: A -3 PZO 2003008.GPJ 8/5/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale •'. SM Loose, brown, slty, fine to coarse gravelly, fine to medium SAND, moist, -`4' (FILL) J ��ie� Loose, dark gray, s1ty, fine to medlum SAND, moist Refuse ����� 90% by volume (20% comp. 80% non - compressible), e.g. ��i� wood, clay, metal. ,. SM 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 I staining), silty, fine to coarse gravelly, fine to medium 1 tSAND, moist, (FILL) 1 Dense, yellow -brown, slightly silty, fine to coarse gravelly, fine to medium SAND, moist. (GLACIAL OUTWASH) Dense; light brown, silty, fine to coarse gravelly, fine to gp I medlum SAND, moist. Faint horizontal stratification noted by 1- • SM ldifferential coloration in sand. / Grades to yellow brown. Grades to wet. Faint (single) horizontal stratification noted by rust coloration in sand at 20.5 feel below ground surface, Ground water noted at 23.0 feet below ground surface. • Very dense, dark yellow- brown, slightly silty, fine to medium SAND, wet. Approximately 1 to 2 feet of heave. 20 —1 H H H 25 —i 30 —I. 35 -•1, 40 — CC m UJ 8-1 3-4-4 4 -5 -7 ® S-3 5.11 -14 n/ S-4 6.14 -24 GS OTHER TESTS 0 S -5 9-12-23 S-6 5-15-20 S -7 8 -26 -29 A S -8 10 -20-30 E 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 W U (300 Ib. weight, 30" drop) L P ♦ Blows per foot U 0 a 10 20 30 40 50 0 »A -40 0 20 40 00 80 100 Water Content ( %) Plastic Limit j— e----) Uquld Limit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION HWA.GE0SCIENCES INC. TUKWILA, WASHINGTON PROJECT NO.: 2003-008 BORING: B -202 PAGE: 1 of 2 FIGURE: A -3 PZO 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. SURFACE ELEVATION: DRILLING METHOD: Hollow -Stem Auger, CME 75 tracked dg SAMPLING METHOD: Dames and Moore, 3001b Autohammer LOCATION: See Site & Exploration Plan, Figure 2A 290.35 ± feet DATE STARTED: 2/18/2007 DATE COMPLETED: 2/18/2007 LOGGED BY: J. Speck 40 45 50 — 55 — 60— 85 — 70 — 75 — 80 — USCS SOIL CLASS DESCRIPTION SP SM Approximately 5 feet of heave. Trace gravel In sample. Gravel Is fine to coarse, sub - angular to sub - rounded. 08-10 5- 50/5" Very dense, gray, slightly silty, fine to medium SAND, wet. 0 8 -11 50/8" Approximately 6 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 during drilling: Ground water measured at 20.26 feet below ground surface on 03/09/07. Gas readtngs: carbon monoxidc =0 ppm, hydrogen suifrde 0 ppm, combustible gas 0% LEL. Environmental sample 8 -202 -C collected from samples S-1 through S -4. 2 -inch PVC piezometer installed to 51.5 feet with 10 foot slotted screen. 0 S -12 5016" 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) A Blows per foot 20 30 40 50 O »; L 0 20 40 60 80 100 Water Content ( %) Plastic Limit Liquid Limit Natural Water Content 50 55 60 65 70 75 80 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC PROJECT NO.: 2003-008 PZO 2003008.GPJ 815/08 BORING: B -202 PAGE: 2 of 2 FIGURE: Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale A -3 DRILLING COMPANY: Cascade Drilling, Inc. SURFACE ELEVATION: DRILLING METHOD: Hollow -Stem Auger, CME 76 tracked rig SAMPLING METHOD: Dames and Moore, 300lb Autohammer LOCATION: See Site 8 Exploration Plan, Figure 2A 290.46 t feet DATE STARTED: 2/19/2007 DATE COMPLETED: 2/19/2007 LOGGED BY: .1. Speck w 3 0— 0 m 2 to USCS SOIL CLASS DESCRIPTION 5 10 15 — 20 — 25 — 30 — 36 / L / L L W U z y -5 ws. w 40 z C. D S -1 6 -4 -4 S -2 1 -4 -7 S -3 3 -9 -16 S-4 11 -26 -50/6 S -5 7 -26-44 OTHER TESTS 6-6 10 -20 -36 GS pH S -7 20 -15-26 S -8 17 -22 -36 S-9 10-20-24 Non - Standard Penetration Resistance a v (300 Ib. weight, 30" drop) gg A Blows per foot NOw W = U CLm 0 10 20 30 40 — 0 >-›-A 20 40 60 80 40 Water Content ( %) Plastic Limit I---O Liquid Limit Natural Water Content 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 andlor locations. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HMAGEOSCIENCES INC PROJECT NO.: 2003-008 BORING: B -203 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 -4 SP Loose, brown, silty, fine to medium SAND with gravel, moist. SM Loose, dark brown, silty, fine to medium SAND with gravel, moist Gravel 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, Tight yellow- brown, slightly sandy SILT, moist M i (WEATHERED OUTWASH) Medium dense, yellow brown (rust mottling), silty, fine to medium SAND, moist. Trace gravel, tine to coarse, SM i sub - angular to rounded. Faint sub - horizontal stratification. r ‘,Coarse grained partings with rust staining. f Grades to very dense and dark yellow brown. (ADVANCE OUTWASH) Cuttings: Yellow brown, silty 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 feet 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 silly, fine to medium SAND, moist. Gravel In discrete layer, 30' to 30.26'. 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. 5 10 15 — 20 — 25 — 30 — 36 / L / L L W U z y -5 ws. w 40 z C. D S -1 6 -4 -4 S -2 1 -4 -7 S -3 3 -9 -16 S-4 11 -26 -50/6 S -5 7 -26-44 OTHER TESTS 6-6 10 -20 -36 GS pH S -7 20 -15-26 S -8 17 -22 -36 S-9 10-20-24 Non - Standard Penetration Resistance a v (300 Ib. weight, 30" drop) gg A Blows per foot NOw W = U CLm 0 10 20 30 40 — 0 >-›-A 20 40 60 80 40 Water Content ( %) Plastic Limit I---O Liquid Limit Natural Water Content 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 andlor locations. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HMAGEOSCIENCES INC PROJECT NO.: 2003-008 BORING: B -203 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 -4 DRILLING 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 290.46 ± teat DATE STARTED: 2/19/2007 DATE COMPLETED: 2/19/2007 LOGGED BY: J. Speck 2'3 g 40 45 — 50 — 55 — 60 — 65 — 70 — 75 — 80 — USCS SOIL CLASS DESCRIPTION Grades to very dense. Some rust staining from 40 to 40.25 feat below ground surface. Faint sub - horizontal stratification. Boring terminated at 51.5 feet. Possible parched 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 pfazometer Installed to 51.5 foot with 10 foot stoned screen. v 8-10 10 -24-50 8 -11 10.20 -28 Non - Standard Penetration Resistance () (300 Ib. weight, 30" drop) F 1 F' ♦ glows per foot w g T O ay 8-12 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. F ate' 0 _ 10 20 30 40 50 ❑ 0 20 40 60 80 100 Water Content ( %) Plastic Limit Liquid Limit Natural Water Content llni BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC P20 20022008.0PJ 8/5/08 BORING: B -203 PAGE: 2 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 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: 2113/2007 DATE COMPLETED: 2/13/2007 LOGGED BY: P. Pearson w� o5. 0 5 10 15 20 25 30 35 USCS SOIL CLASS DESCRIPTION 40 — cc w W o o 2 1- 2 y W W tL o a`e a a z uc as / 17 S -1 15 -27 -37 OTHER TESTS S -2 12-38-42 GS S-3 24- 50/6" S-4 10 -20 -32 VS -5 15 -22 -32 7 7 3-6 21 -28-32 GS 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 necessarily be Indicative of other times and/or locations. Non - Standard Penetration Resistance A Blows per foot (300 Ib. weight, 30" drop) g O 10 20 30 40 59 0 ,-Ar— 5 ». 15 L >> Ar-- 20 » Ar— 25 D >A -30 »A -35 »-A 40 20 40 60 80 100 Water Content ( %) Plastic Limit 1 ® 1 Liquid Limit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCES INC TUKWILA, WASHINGTON PROJECT NO.: 2003 -008 BORING: B -204 PAGE: 1 of 2 PZO 2003000.GPJ 8/5/0B 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 spells. Cuttings consist of brown, fine to medium SAND, moist. (WEATHERED DRIFT) Dense, reddish-brown, fine to medium SAND, moist. 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, moist to very moist. (ICE CONTACT STRATIFIED DRIFT) r. 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 38 feet Cit 1 GP 000 1 40 — cc w W o o 2 1- 2 y W W tL o a`e a a z uc as / 17 S -1 15 -27 -37 OTHER TESTS S -2 12-38-42 GS S-3 24- 50/6" S-4 10 -20 -32 VS -5 15 -22 -32 7 7 3-6 21 -28-32 GS 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 necessarily be Indicative of other times and/or locations. Non - Standard Penetration Resistance A Blows per foot (300 Ib. weight, 30" drop) g O 10 20 30 40 59 0 ,-Ar— 5 ». 15 L >> Ar-- 20 » Ar— 25 D >A -30 »A -35 »-A 40 20 40 60 80 100 Water Content ( %) Plastic Limit 1 ® 1 Liquid Limit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCES INC TUKWILA, WASHINGTON PROJECT NO.: 2003 -008 BORING: B -204 PAGE: 1 of 2 PZO 2003000.GPJ 8/5/0B Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa,com - Always Verify Scale FIGURE: A -5 DRILLING COMPANY: Cascada Drilling. Inc. SURFACE ELEVATION: DRILLING METHOD: Hollow -Stem Auger, CME 86 truck rig SAMPLING METHOD: California Split Spoon w/ Autohemmer LOCATION: See Site & Exploration Plan, Figure 2A 282.48 t feet DATE STARTED: 2/1312007 DATE COMPLETED: 2/13/2007 LOGGED BY: P. Pearson gm 40 45 — 50 — 65 — 60 — 65 — 70 — 75 — 80 — DESCRIPTION Very dense, brown to gray, sandy, fine to medium GRAVEL, moist. Trace silt. Very dense, light brownish -gray, clean, fine SAND, with fine to medium gravel, moist. w o w m a N w w w c o. a a 1 1 a 0 S-8 50/5" LS -9 16 -32 -40 ,Very dense, light brownish -gray, clean fine SAND, with fine to% m S -10 50/6" medium gravel, motet. / 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 6 -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 Indicative of other times and/or locations. Non - Standard Penetration Resistance (300 Ib. weight, 30" drop) 0 Blows per foot 0 10 20 30 40 50 — " —40 (Illliiliilll li►Ilitilillllfin 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 815108 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 GRILLING 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 tuv 0 5— 10 — 15 20 — 25 — 30 — 35 — 40 — 0 m co USCS SOIL CLASS DESCRIPTION 0 v l )` GP SM GM Cuttings consist of brown, sandy GRAVEL, most from 0 to 2 feet. (FILL) Cuttings consist of brown silty SAND from 2 feet to 5 feet. Very dense, olive gray, gravelly, silty, fine to medium SAND, moist. (GLACIAL TILL) Very dense, olive gray, gravelly, slily, fine to coarse SAND, moist. r Hard, olive gray, silty, sandy, fine to coarse GRAVEL, moist. SM Very dense, brown, medium SAND, moist. (ADVANCE OUTWASH) Very dense, light brown, silty, medium to coarse SAND, moist. Very dense, light brown, gravelly, silty, fine to medium SANG, \moist. Boring terminated at 25.5 feel No ground water observed at time of exploration. No environmental sampling or monitoring performed. w W w w cx w O 8-1 24 -50/6" GS 2) S -2 50/6" v S-3 25- 50/4" GS ph S-4 14 -35- 50/3" 21 S -5 5018" 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. Q CC c9 Non - Standard Penetration Resistance (300 Ib. weight, 30" drop) 0 Blows per foot 0 10 20 30 40 50 • 0 »A,--10 »A— 15 • • >>.A— 20 a >A-25 0 20 40 60 80 100 Water Content ( %) Plastic Limit Liquid Limit Natural Water Content 30 36 40 BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCES INC. TUKWILA, WASHINGTON PROJECT NO.: 2003-008 BORING: B -205 PAGE: 1 of i BORING 2003008 :GPJ 816/05 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale FIGURE: A -6 DRILLING COMPANY: Cescade 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 t feat DATE STARTED: 2/13/2007 DATE COMPLETED: 2/13/2007 LOGGED BY: J. Speck 0 5 10 15 20 25 —J 0 P USCS SOIL CLASS DESCRIPTION 30 —' Boring terminated at 31.5 feet. Ground water observed at 25.0 feet below ground surface. Gas readings: carbon monoxide =0 ppm, hydrogen sulfide =0 35 — 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. 40 — w J v SAMPLE NUMBER w hN .5 W co F CC. vs W 0 a.° O ay 5-1 1 -2 -1 S -2 1-3-4 [E1 S -3 3-4-5 8-4 2 -5 -5 Z v L S -5 3-6-7 GS S -8 4 -8 -9 S -7 50/5 S -8 8 -38 -38 GS NOTE: This log of subsurface conditions applies only al 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) 0 Blows per foot az 10 20 30 40 50 m A IDA •A A OA • 0 5 10 15 —20 — 25 30 — 35 0 20 40 60 80 100 Water Content ( %) Plastic Limit I—®- -I Liquid Limit Natural Water Content 40 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC. PZO 2003008.GPJ 8(5100 PROJECT NO.: 2003 -008 BORING: B -206 PAGE: 1 of 1 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale FIGURE: A -7 . SM • Brown, silty fine to medium SAND, gravel, moist, leaf titter. (FILL.) ISM � Very toose, rust- mottled brown, silty , fine to medium SAND, moist. Trace organic refuse (< 5% by volume), bulrrmt wood. SP Loose, brown with traces of rust mottling. slightty 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 10 medium SAND. molst. No stratification. Rust staining at 10.75 feet below ground surface, < 1 mm thick. SM Medium dense, light yellow brown, silty fine to medium SAND, moss(. Some fine horizontal layers of rust at about 20.5 feat below ground surface. Driller notes: Pounding on a rock. Very dense, rust mottled, gray, silty find to medium SAND, wet. 2-inch inclusion of dlemict -like (till -like) sandy SILT with gravel. 141 Hard, gray, slightly fine sandy SILT, dry. Some fine to coarse gravel, sub - angular to sub - rounded. Rough drill action below approx. 28 feet. 30 —' Boring terminated at 31.5 feet. Ground water observed at 25.0 feet below ground surface. Gas readings: carbon monoxide =0 ppm, hydrogen sulfide =0 35 — 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. 40 — w J v SAMPLE NUMBER w hN .5 W co F CC. vs W 0 a.° O ay 5-1 1 -2 -1 S -2 1-3-4 [E1 S -3 3-4-5 8-4 2 -5 -5 Z v L S -5 3-6-7 GS S -8 4 -8 -9 S -7 50/5 S -8 8 -38 -38 GS NOTE: This log of subsurface conditions applies only al 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) 0 Blows per foot az 10 20 30 40 50 m A IDA •A A OA • 0 5 10 15 —20 — 25 30 — 35 0 20 40 60 80 100 Water Content ( %) Plastic Limit I—®- -I Liquid Limit Natural Water Content 40 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC. PZO 2003008.GPJ 8(5100 PROJECT NO.: 2003 -008 BORING: B -206 PAGE: 1 of 1 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale FIGURE: A -7 DRILLING COMPANY: Cascade Drilling, Inc. DRILLING METHOD: Hollow -Stem Auger, CME 76 tracked rig SAMPLING METHOD: Dames and Moore, 3001b Autohammer SURFACE ELEVATION: 238 ± feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/12/2007 DATE COMPLETED: 2/1212007 LOGGED BY: J. Speck & B. Thurber o a 0 5 10 15 20 25 30 5 J O N 8 DESCRIPTION ti ti Cuttings consist of loose, dark brown, silty, fine to medium SAND, organics, moist. — / 7 /— / 7 '.•4, *0 � *�*! � ��! : : ♦�i W. �i�i�i % %% ���� ;fluff �` :: (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). ��� * *44 VA is +:. '.:0+: ;:: ::! 'Cr• : *:� i�i*i! 0: VA A ms I�*��� Color changes to dark brown - dark gray, with strop refuse r `dor. / Very loose, gray sandy SILT, moist. More than 80% refuse (60% compressible, 40% non- compressible), Grades to dark gray. Loss than 10% refuse (100% non - compressible). Hard to drill. I ML Very stiff, gray, fine sandy SILT, dry, No refuse. Some stratification, 1 -2 mm bedding, almost laminated. (ICE- CONTACT STRATIFIED DRIFT) MI. 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 very moist. Coarse silty partings, sub - horizontal angles. 36 — 40 — 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 S-6. w 0 W z a e. S -1 2 -1 -1 S -2 1 -1 -1 8-3 2 -2 -2 S-4 S -5 1 -2 -3 S -8 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 geotechnicat report. NOTE: This leg 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. g� 5 Z LIC 0 Non- Standard Penetration Resistance (300 lb. weight, 30" drop) A Blows per toot 10 20 30 40 a 50 0 A A A A A A A • 0 ti L.5 —10 15 20 —25 0 20 40 60 80 100 Water Content ( %) Plastic Limit I- -420---I Liquid Limit Natural Water Content 30 35 40 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIEwEs INC. PROJECT NO.: 2003 -008 BORING: B -207 PAGE: 1 of 1 BORING 2003008.GPJ 815/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale FIGURE: A -8 DRILLING COMPANY: Cascade Drilling, Inc. DRILLING METHOD: Hollow -Stem Auger, CME 75 tracked rig SAMPLING METHOD: Dames and Moore, 3001b Autohammer SURFACE ELEVATION: 227 f feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/13/2007 DATE COMPLETED: 2/13/2007 LOGGED BY: J. Speck 5 10 15 20 25 USCS SOIL CLASS DESCRIPTION 30 — 35 — 40 — Boring terminated at 28.5 feet. No ground water observed during drilling. Gas readings; carbon monoxide =0 ppm, hydrogen sulfide =0 ppm, combustible gas 0% LEL. Environmental sample B -208 -C collected from samples S -1 through S -5. v a.0 8-1 2 -3 -1 VIS -2 2-1-2 L Z Q 7 S-3 1 -1 -1 OC S-4 2 -1 -1 S-5 0-0-1 S -6 3-6-9 S -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 geotechnicai report. NOTE: This fog of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily he indicative of other times and/or locations. GROUNDWATER 0 Non - Standard Penetration Resistance (300 Ib. weight, 30" drop) 0 Blows per toot 10 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 HWAGEOSCIENCESINC. TUKWILA, WASHINGTON BORING 2003008.GPJ 8/5106 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 titter. }. (TOPSOIL) i Loose, red - brown. silty fine 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, 90% non - comp.) Cuttings wet Loose, olive- brown, silty, One to medium SAND, moist. Refuse 50 % by volume (10 % compressible, 90% non - comp.) ■::::: .���:. 'X *: n.:* '+++: i i .4444 'IA:* :4:4 e'''' .:�: ♦to i4$ ♦t♦ '''•' • • • 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 gray to gray. slightly sandy SILT, moist. Sub- hotizontul rust motlied, coarse grained partings. Non4aminated or stratified. (GLACIAL OUTWASH) ML Herd, gray, slightly sandy SILT, metal. Non-laminated or stratified, 30 — 35 — 40 — Boring terminated at 28.5 feet. No ground water observed during drilling. Gas readings; carbon monoxide =0 ppm, hydrogen sulfide =0 ppm, combustible gas 0% LEL. Environmental sample B -208 -C collected from samples S -1 through S -5. v a.0 8-1 2 -3 -1 VIS -2 2-1-2 L Z Q 7 S-3 1 -1 -1 OC S-4 2 -1 -1 S-5 0-0-1 S -6 3-6-9 S -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 geotechnicai report. NOTE: This fog of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily he indicative of other times and/or locations. GROUNDWATER 0 Non - Standard Penetration Resistance (300 Ib. weight, 30" drop) 0 Blows per toot 10 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 HWAGEOSCIENCESINC. TUKWILA, WASHINGTON BORING 2003008.GPJ 8/5106 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 Drilling Inc. SURFACE ELEVATION: 222.34 * feet DRILLING METHOD: Hollow -Stem Auger, Simcoe 4000 tracked rig SAMPLING METHOD: SPT w/ Autohammer LOCATION: See Site 8 Exploration Plan, Figure 2A DATE STARTED: 3/2/2007 DATE COMPLETED: 3/2/2007 LOGGED BY: P. Pearson 5 10 15 20 25 30 36 USCS SOIL CLASS DESCRIPTION eliSudaco vegetated with blackberries, some trees. +j:i:i! +0: - +t::44. ••:*. :: :: ;: : + :440 g•:.! :•:•:‘• i :: ::4 •�� �i :i i�� - i** ** i - 40:+! +• : : +iii _ +'• :iii +�i�i�i viii ,�•••�� VA! ; :J���. :: :! :f *• :• • (TOPSOIL) - Cuttings consist of silty SAND, with refuse (paper, plastic, 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% 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-tike rm., •+•i DRILLING COMPANY: Environmental Drilling 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 W ry 40 — 45 — 50 — 55 — 60 -- 65 — 70 — 75 — J 0 Oa 08 V O 8 DESCRIPTION 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 03/08107. Gas readings: carbon monoxide =21 ppm, hydrogen sulfide =0 ppm, combustible gas 0% LEL. Environmental sample 8 -209 -C collected from samples 8.1 through 8 -7. 2 -inch PVC piezometer installed to 41.55 feet with 10 foot slotted screen. ur F W 2 Standard Penetration Test (140 lb. weight. 30" drop) ♦ Blows per foot H o. uf 10 20 30 40 50 0 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 11-0--I Liquid Limit Natural Water Content UNI BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES.INC. PROJECT NO.: 2003-008 BORING: B -209 PAGE: 2 of 2 PZO 2003008.0PJ 8/5108 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale FIGURE: A -10 DRILLING COMPANY: Cascade Drilling, Inc. DRILLING METHOD: Hollow -Stem Auger, CME 75 tracked rig SAMPLING METHOD: Dames and. Moore, 3001b Autohammer SURFACE ELEVATION: 247 ± feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/14/2007 DATE COMPLETED: 2/14/2007 LOGGED BY: J. Speck 5 10 15- 20 25 30 35 40 USCS SOIL CLASS DESCRIPTION • .� %.�;: t�•• 0�i�.! ,�.v‘! 44.: �..• .�.�.! .. i ** ;4: )44:4k,st :..• .' ', • :_� ■ %i 4. *i! W4 V SM Loose, brown, silty, fine to medium SAND, moist. (FILL) Medium dense, rust 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 at 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). i•• :i .�.�.1 , ■ +�.�� '••.•0 •.•.Q iii! .:+: ;: : :.i VA! ��. *.� �.*.*i t.:0: �iO�i ,ii �� 4: : :+: ��.��4. O,*,f '0:4 i00! C.:.4, :•.•i � ,• ...44. al ;�: :::� ���� �� +��; n..• *:4 iii! ;o.o �����4 ,i::.:4• :4, :; 4 : Cuttings: similar. r ( Becomes loose. Refuse: 30% by volume (10% compressible, i 190% non - compressible). Refuse Includes brick and wood. j Medium dense, dark brawn 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, fife, metal. Cuttings: 70 - 90% refuse (50% compressible, 50% non - compressible). Medium dense. dark gray, silly, fine to medium SAND, moist. Refuse 60% 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. w tu m z _JU J L Z L L L W z a 8 tto z a8 S -1 3 -4 -9 S -2 6-8-8 S -3 10-13-7 S-4 2 -2 -2 S -5 5 -18 -10 6-6 4 -6 -4 S -7 5 -5 -5 S -8 4 -5-6 AS -e 3-4 -3 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) O Blows per foot 10 20 30 40 20 40 60 80 Water Content ( %) Plastic Limit 1--• 1 Liquid Limit Natural Water Content 100 DElit BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSC'IENCES INC. PROJECT NO.: 2003-008 BORING: B -210 PAGE: 1 of 2 FIGURE: A -11 BORING 2003008 GPJ 8/5108 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 76 tracked rig SAMPLING METHOD: Dames and Moore, 3001b Autohemmer SURFACE ELEVATION: 247 ± feet LOCATION: See Site 8, Exploration Plan. Figure 2A DATE STARTED: 2/14/2007 DATE COMPLETED: 2/14/2007 LOGGED BY: J. $peck 1- 0 40 45 0 r!] USCS SOIL CLASS DESCRIPTION w w J 0. (0 SP Medium dense, gray, slightly silty, fine to medium SAND, moist. No refuse, possible product staining (black). (GLACIAL OUTWASH) 50 — 55 — 60 — 65 — 70 — 75 — BO — ML ML Hard, gray, tine sandy, SILT with gravel, moist (GLACIAL TILL) Very stiff, gray to light yellow brown. slightly sandy, non - stratified SILT, molst. Some coarse- grained partings with 'rust mottling - sub - horizontal. (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. / Z SAMPLE NUMBER w U m w u. z 8-10 9 -10 -13 S-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 01 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 50 40 • • • ezr 45 —50 55 60 65 70 — 75 0 20 40 60 80 100 Water Content (%) Plastic Limit I—C— I Liquid Limit Natural Water Content 80 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC PROJECT NO.: 2003-008 BORING: B -210 PAGE: 2of2 FIGURE: A -11 BORING 2003008.GPJ 6/5/08 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: 249 t feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/14/2007 DATE COMPLETED: 2/14/2007 LOGGED BY: J. Speck 0 co uscs so[L CLASS DESCRIPTION 5 — 10 15 20 — 25 30 35 40 7 7 7 v 17 w U tc co s m .5 Ceia z W s S -1 4 -5-7 S -2 3 -3-3 8 -3 5 -7 -3 S-4 1-4-3 S-5 3 -3-4 S -6 2 -2 -2 A8-7 3 -3-4 7 S-8 3-3-3 S -9 8 -12 -13 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 (300 Ib. weight, 30" drop) A Blows per foot 0 20 40 80 80 Water Content (%) Plastic Limit i --O- -J Uquid Limit Natural Water Content 100 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 815108 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale SM Grass, loose, brown, silty, fine to medium SAND, moist. ,Scattered refuse. (TOPSOIL) Medium dense, brown, silty, fine to 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, silty, One to medium SAND with gravel, moist. SM r-: :;� �,���� r:44:4, t ������ 'i�4* ♦ • Medium dense, dark gray to black, silty, fine to medium SAND, with gravel, moist. Refuse: 10% by volume (10% compressible, 90% non - compressible), Slight hydrocarbon odor. III SM (FILL WITH REFUSE) f 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•:$ ko :•! t % %i Loose, dark grey, slily, One to medium SAND, with fine to caorse gravel, moist. Grsyel is sub - angular to sub - rounded, Refuse: 30% by volume (100% non - compressible). (glass) ri.:*: n44 .� 4. g: r�����4 • :4�4 i•:+ i�i�i� :: ::� ����� p+V oop. f:•:4), ' 4.44. ♦••• ���. ii!Iiii :iii viii • ����t•� :4 +, :i (FILL WITH REFUSE) i Dark gray, silty sand with plastic, meter and glass refuse. (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: 50% by volume (50% compressible, 50% non - compressible). park gray silty sand with less refuse. • SP Medium dense, rust mottled, yellow brown to olive gray, spry, fine to medium SAND, moist. Banded rust staining, approximately 3 inches. sub - horizontal. (GLACIAL OUTWASH) 5 — 10 15 20 — 25 30 35 40 7 7 7 v 17 w U tc co s m .5 Ceia z W s S -1 4 -5-7 S -2 3 -3-3 8 -3 5 -7 -3 S-4 1-4-3 S-5 3 -3-4 S -6 2 -2 -2 A8-7 3 -3-4 7 S-8 3-3-3 S -9 8 -12 -13 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 (300 Ib. weight, 30" drop) A Blows per foot 0 20 40 80 80 Water Content (%) Plastic Limit i --O- -J Uquid Limit Natural Water Content 100 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 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 75 tracked rig SAMPLING METHOD: Dames and Moore, 3001b Autohammer SURFACE ELEVATION: 249 ± feel LOCATION: See Site & Exploration Plan. Figure 2A DATE STARTED: 2J14/2097 DATE COMPLETED: 2/14/2007 LOGGED BY: J. Speck 2 40 45 — USCS SOIL CLASS DESCRIPTION a m gQ z 50 — 55 — 60 — 65 — .1 70 — 75 Medium dense, light yellow brown to gray, slightly silty, fine to medium SAND, moist. Dense, light yellow brown to gray, 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 sulfide =0 ppm, combustible gas 0% LEL. Environmental sample 6- 211 -C collected from samples 6 -2 through 5-9. 17 L S -10 S -11 7-16-19 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: 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) • Blows per foot 0 20 40 60 80 100 Water Content ( %) Plastic Limit l--6-1 Liquid Limit Natural Water Content • • BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC PROJECT NO.: 2003-008 BORING 2003008.GPJ 8/5108 BORING: B -211 PAGE: 2 of 2 FIGURE: Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale A -12 DRILLING COMPANY: Cascade Dating, Inc. DRILLING METHOD: Hollow -Stem Auger, CME 75 tracked rig SAMPLING METHOD: Dames and Moore, 3001b Autohammer SURFACE ELEVATION: 257 ± feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/14 /2007 DATE COMPLETED: 2/14/2007 LOGGED BY: J. Speck 5 10 DESCRIPTION ■: ;:;! eta...! ' iV. '40 :4 !ig'# tg�V.� *:*: # 44 •••+ • Will V.V. ������+ ���� : *: ,���:: 'ii! A eeti .3 Inches of asphalt. Medium dense, gray silty fine to medium SAND with gravel, moist. (FILL) Medium dense, dark gray to black, silty, fine to medium SAND, moist. Refuse: 39 % 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 ���♦ ,������ W 144/. .o•• ■■•••4!. ::::$ $$$ '4O404! V**0. *i DRILLING COMPANY: Cascade Drilling, Inc. DRILLING METHOD: Hollow -Stem Auger, CME 85 truck rig SAMPLING METHOD: California Split Spoon w/ Autohammer SURFACE ELEVATION: 259 t feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/13/2007 DATE COMPLETED: 2/13/2007 LOGGED BY: P. Pearson 2 m J og 0 —� 10 — 15 — 7 20 — 25 90 35 — 40 — USCS SOIL CLASS DESCRIPTION P _4 Inches of asphalt. Cuttings consist of silty, gravelly SAND, moist. Some refuse 'including textile fragment and organics. (FILL) Medium dense, gray, fine to medium SAND, moist. No refuse. (ADVANCE OUTWASH) Dense, alternating light brown and gray, fine to medium SAND. moist. Trace slit 1 -Inch thick native deposit of silty SAND with evenly distributed charred organic fragments at 5 feel (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 slit. Dense. gray, fine to medium SAND, moist. Trace silt. Very dense, gray. fine to medium SAND, moist. Trace ,� _�horizontel laminations. it Boring terminated at 28.5 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 sample, B- 213 -C, collected from samples 8 -1 through S -7. 0 w a. 17 v 17 17 D z z w a w wE o. 8-1 8 -14 -14 S-2 8 -14 -18 S-3 9 -14 -18 S-4 9-12-13 GS 8 -5 9 -15 -16 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 al 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 lb. weight, 30" drop) • Blows per fool x tu 10 20 30 40 50 ° A A A A 0 —5 —10 —15 —20 25 L30 —35 0 20 40 60 80 100 Water Content ( %) Plastic limit i--® —i Liquid Limit Natural Water Content 40 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC GORING 2003008.GPJ 815108 PROJECT NO.: 2003-008 BORING: B -213 PAGE: i of 1 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 f feet LOCATION: See Site & Exptoratlon Plan, Figure 2A DATE STARTED: 2/13/2007 DATE COMPLETED: 2/13/2007 LOGGED BY: P. Pearson DESCRIPTION 5 inches of asphalt_ Callings consist of gray, sandy, fine to medium GRAVEL, moist from 0.5 to 2 feet. (FILL) 1 Medium dense, grey to brown. silty. fine to coarse SAND, with gravel, moist. Loose, gray, silty SAND, with gravel, moist. Traco refuse (plastic and brick fragments - 1% by volume) (FILL WITH REFUSE) Loose, grayish -brown with red and tan discoloration, silty SAND, moist. Some refuse (plastic and brick fragments - 5 to r, 0% by volume). Very stiff, gray to black, REFUSE (plastic bags - 30% by volume, paper - 30% by volume, charred organics and organics - 20% by volume), with sand and sat, moist. (REFUSE) Very dense, gray, silty, fine to medium SAND. with gravel and refuse (metal - 5% by volume, fire fragments - 5 percent by volume, organics - 5% by volume), moist. (FILL WITH REFUSE) Very dense, gray, fine to medium SAND. moist. Trace sill. (ADVANCE OUTWABH) Very dense, gray, slightly silty, fine to medium SAND, moist. Some reddish grains in sand. Very dense, gray, slightly silty. fine to medium SAND, moist. Boring terminated at 31.5 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 sample, B-214 -C, collected from samples S -1 through S -6. Z S -1 10 -14 -8 Z S -2 3-4-5 121 S-3 2 -2 -3 v S -4 2-9-20 2) S-5 14-25-30 v 7 L OTHER TESTS S -6 22 -27 -30 GS S -7 22-27-30 5 -8 22 -22 -25 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 lag 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. rY CD gw 0 Non - Standard Penetration Resistance (300 lb. weight, 30" drop) A Blows per foot 10 20 30 40 50 A • A •0 A 0 20 40 00 80 Water Content ( %) Plastic Limit i —e-- -i Liquid Limit Natural Water Content 100 o 0 5 10 15 20 25 30 35 40 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC PROJECT NO.: 2003-008 BORING: B -214 PAGE: 1 of 1 FIGURE: A -15 BORING 2003008.0PJ 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: 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 cr o$ 0— 0 m USCS SOIL CLASS DESCRIPTION 5 -1 10 15— 20 25 — 30 35 40 6 w �o 5 Z J J CL CL / Z / w 0 S -1 14 -20 -22 S -2 1 -2 -3 AL S -3 2-3-4 5-4 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 specked locatlon•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 fool tu 10 20 30 40 50 A e »: A 20 40 60 80 Water Content ( %) Plastic limit 1 --0--1 Liquid Limit Natural Water Content 0 5 10 15 -- 20 25 30 —35 100 40 BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCES INC TUKWILA, WASHINGTON 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 • GP • SM :. Gravel paving and quarry spells 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). CL Medium stiff, olive gray, loan CLAY with sand, moist. Trace gravel and organics. .. 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 -1 10 15— 20 25 — 30 35 40 6 w �o 5 Z J J CL CL / Z / w 0 S -1 14 -20 -22 S -2 1 -2 -3 AL S -3 2-3-4 5-4 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 specked locatlon•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 fool tu 10 20 30 40 50 A e »: A 20 40 60 80 Water Content ( %) Plastic limit 1 --0--1 Liquid Limit Natural Water Content 0 5 10 15 -- 20 25 30 —35 100 40 BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCES INC TUKWILA, WASHINGTON 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: Hollow -Stem Auger, CME 85 truck rig SAMPLING METHOD: California Split Spoon w/ Autohammer SURFACE ELEVATION: 308 * feet LOCATION: See Site 8 Exploration Plan, Figure 2A DATE STARTED: 2/14/2007 DATE COMPLETED: 2/14 /2007 LOGGED BY: P. Pearson w� o 40 0 2 U 8 DESCRIPTION 45 — 50 — 55 60 — 85 — 70 — 75 — 80 — Medium dense, reddish -brown to dark gray, sty 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. 1ADVANCE 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 -6, and B- 215 -C2, collected from samples S -5 through 8-10. w 03 }a 2 F LU a a ZSe Z w 4� y c ce a$ 5-7 -8 S-9 5 -7 -7 OC S -10 10 -20-22 8-11 12 -26.25 AS-12 13 -22 -28 r 1 S-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 50 40 • A —46 — 50 AL— 55 •e a -60 > >A -85 • • • • — 70 —75 20 40 60 80 100 Water Content ( %) Plastic Limit 1 0 1 Liquid Limit Natural Water Content 80 gffl BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC PROJECT NO.: 2003-008 BORING: B -215 PAGE: 2 of 2 FIGURE: BORING 2003008.GPJ 8/6/08 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 65 truck rig SAMPLING METHOD: California Split Spoon w/ Autohammer SURFACE ELEVATION: 309 ± teat LOCATION: Sae Site & Exploration Plan; Figure 2A DATE STARTED: 2/14/2007 DATE COMPLETED: 2/14/2007 LOGGED BY: P. Pearson w. 0— 5— 10 — 15 20 25 30 O m USCS SOIL CLASS DESCRIPTION 35 — 40 w a a 7 L v v SAMPLE NUMBER uj w x 6 S -1 2-3-4 GS S -2 2 -1 -2 S -3 3-4 -5 AL S-4 2-4-5 S -5 3-5-6 Id/ S -6 2-4-4 S -7 12 -15 -17 L 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. NOTE: This log of subsurface conditions applies only at the specified location and an the date Indicated and therefore, may not necessarily be indicative of other times and/or locations. GROUNDWATER 0 Non - Standard Penetration Resistance (300 It). weight, 30" drop) A Blows per foot 10 20 30 40 s w, 50 o 0 0 — 5 — 10 —15 —20 — 25 — 30 — 35 40 20 40 60 80 100 Water Content (%) Plastic Limit 1-119-1 Liquid Limit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC. PROJECT NO.: 2003-008 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 `. 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 Stift, 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. a SP • SM Dense, light brown, slightly silty, fine to medium SAND, moist. Thin silty lamination at 35.5 feet. (ADVANCE OUTWASH) 35 — 40 w a a 7 L v v SAMPLE NUMBER uj w x 6 S -1 2-3-4 GS S -2 2 -1 -2 S -3 3-4 -5 AL S-4 2-4-5 S -5 3-5-6 Id/ S -6 2-4-4 S -7 12 -15 -17 L 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. NOTE: This log of subsurface conditions applies only at the specified location and an the date Indicated and therefore, may not necessarily be indicative of other times and/or locations. GROUNDWATER 0 Non - Standard Penetration Resistance (300 It). weight, 30" drop) A Blows per foot 10 20 30 40 s w, 50 o 0 0 — 5 — 10 —15 —20 — 25 — 30 — 35 40 20 40 60 80 100 Water Content (%) Plastic Limit 1-119-1 Liquid Limit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC. PROJECT NO.: 2003-008 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 DRILLING COMPANY: Cascade Drilling, Inc. DRILLING METHOD: Hollow -Stem Auger, CME 85 truck rig SAMPLING METHOD: Califomia Split Spoon w/ Autohemmer SURFACE ELEVATION: 309 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 U 8 N U DESCRIPTION 45 — 50 — 55 — 80 — 65 — 70 — 75 — 80 — Dense, light brown, silty, fine to medium SANG, moist. Thin silty laminations at 40 foot and 40.5 feet. U ur m a� to Ill w w'S a a to fi 7 S -8 10 -21 -25 Dense, light brown, slightly silty, fine to medium SAND, moist. V J S -9 11 -15.18 Dense, light grayish - brown, slightly silty, fine to medium SAND, moist. Thin, silly, organic lamination at 50.5 feet. 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-216-C, collected from samples S-1 through S-7. Z S -10 10 -17 -18 09 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 limes and /or locations. GROUNDWATER 0 Non - Standard Penetration Resistance (300 Ib. weight, 30" drop) A Blows per foot 10 20 30 40 x 50 0 20 40 60 80 Water Content ( %) Plastic Limit I --®- -j Liquid Limit Natural Water Content 40 —45 —50 —55 —80 — 65 —70 i— 75 100 80 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC PROJECT NO.: 2003-008 BORING: B -216 PAGE: 2 of 2 FIGURE: A -17 BORING 2003008.GPJ 815X18 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 85 truck rig SAMPLING METHOD: 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 a 0 5 10 15 20 25 30 35 40 USCS SOIL CLASS DESCRIPTION - - - — - - - ' 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) V � j CL Soft, brown and gray to dark gray, sandy, lean CLAY with gravel, moist. Some gravel. Trace organics and discoloration. Soft, dark olive 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 in sampler tip surrounded by gray sandy CLAY, moist. Some wood debris. SM Medium donse, bluish to greenish -gray, silty SAND, with gravel, moist. Some organics and charred organics. • SP SM Dense. light grayish - brown, slightly silty, fine SAND, moist. (ADVANCE OUTWASH) W } in F z .J J Ct. CL w O A/ S-1 2 -2-4 GS AS -2 2 -2 -2 A/ S -3 1 -1 -2 AL v Q v S-4 1 -2 -2 S-5 4-4 -5 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 necessarily tie indicative of other times andfortocations, GROUNDWATER Non - Standard Penetration Resistance (300 lb. weight, 30" drop) A Blows per foot Lch 10 20 30 40 50 0 •A A 0 5 10 16 20 25 30 —35 L 20 40 60 80 100 Water Content (%) Plastic Limit i- -0---1 Liquid Limit Natural Water Content 40 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC BORING: B -217 PAGE: 1 of 2 PROJECT NO.: 2003-008 FIGURE: A -18 BORING 200300e.GPd 8/5108 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: 311 ± feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/1412007 DATE COMPLETED: 2114/2007 LOGGED BY: P. Pearson 40 45 — 50 — 55 — 60 — 65 — 70 — 75 — 60 — USCS SOIL CLASS DESCRIPTION Boring terminated at 51.5 feet, No ground water observed et 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 8 -7. f �( S-8 10-18-25 17 S-9 5-6-8 GS 8 -10 18-23-28 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 el 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 10 20 30 40 50 A-- 40 45 50 —55 60 — 65 — 70 —75 0 20 40 60 80 100 Water Content ( %) Plastic Limit 1-0-1 Liquid Limit Natural Water Content 80 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON I1.WAGEOSCIENCES INC, PROJECT NO.: 2003-008 BORING: B -217 PAGE: 2 of 2 FIGURE: A -18 BORING 2003008.93PI 8/5/00 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale Dense, Tight grayish - brown, slightly silty, line SAND, moist. Trace horizontal laminations. Medium dense, Tight grayish- brown, slightly slily, fine SAND, moist. 2 -inch layer of pinkish -gray, silty, fine SAND, with evenly distributed flecks of charred material al 46 feet fr+ (possible volcanic deposit), Very dense, light grayish - brown, slightly silty. fine SAND, moist. Boring terminated at 51.5 feet, No ground water observed et 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 8 -7. f �( S-8 10-18-25 17 S-9 5-6-8 GS 8 -10 18-23-28 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 el 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 10 20 30 40 50 A-- 40 45 50 —55 60 — 65 — 70 —75 0 20 40 60 80 100 Water Content ( %) Plastic Limit 1-0-1 Liquid Limit Natural Water Content 80 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON I1.WAGEOSCIENCES INC, PROJECT NO.: 2003-008 BORING: B -217 PAGE: 2 of 2 FIGURE: A -18 BORING 2003008.93PI 8/5/00 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 76 tracked rig SAMPLING METHOD: Dames and Moore, 3001b Autohammer SURFACE•ELEVATION: 244 t feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/15/2007 DATE COMPLETED: 2/15/2007 LOGGED BY: J. Speck E 0 5 10 15 20 25 30 35 40 USCS SOIL CLASS DESCRIPTION - • . SM • Loose, brown to dark brown. silty, fine to medium SAND with gravel. moist Gravel is fine to coarse, sub - angular to rounded. Organic soil - rootlets. (FILL) j II /L L % — 7 _ L +• +Q - �o +o+i $� +; i ■ 1 +' Loose, brown to dark brown, sil fine to medium SAND with gravel, moist. Gravel is fine to coarse, sub - angular to rounded. Refuse is <10% by volume. 100% compressible. [burnt - g: ii i goo+ — O+o++ _ %% n++ ∎:+ 1). O +Oi +� +�� +o +o 000• g•:+: m! J k+* ♦ ++• *V. '000• y+ •+ VA - `i + :4, � • +:++ +i +i ;,,;, � ++ +e ��+:o: +: + ■+■oi iiiiiii :oo +���+4• 4 +: *:O +o +o e .4 - ::444, goo• :: +i +! +i +� :t +i • +i ♦ wood] r V. (FILL WITH REFUSE) ! 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, fine to medium SAND, moist. Refuse Is 80% by volumo. 100% compressible. (wood, burnt wood] REFUSE Loose, brown to black, silty, fine to medium SAND, moist. Black staining. Slight hydrocarbon odor. Refuse is 60% by volume. 50% compressible and 50% non-compressible. [metal, plastic, wood] Loose, gray to black (product staining), silty, fine to medium SAND, moist. Product odor. Refuse is 60% by volume. 50% compressible and 50% non-compressible. wood, burnt wood, metal] Loose, dark gray to Mack, silty, fine to medium SANG, moist. Product staining. Slight product odor. Refuse Is 60% by volume. 10% compressible and 90% non - compressible. (metal, glass] Loose, 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 silty SAND. - _ •• . SP Medium dense, gray to light yellow brown, silty, fine to medium SAND, moist. Some bum s wood near top of sample (possible slough). (GLACIAL OUTWASH) J i S -1 6-4-2 S -2 2 -3 -2 S -3 3-2 -3 S -4 2-14 S -5 4 -4 -4 S-6 5-4 -3 S-7 6 -4-4 5-8 3 -1 -3 8-9 20-15-13 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 20 40 60 80 Water Consent ( %) Plastic Limit I-413- -1 Liquid Limit Natural Water Content 100 Eral BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON iL l I AGEOSCIENCES INC PROJECT NO.: 2003 -008 BORING: B -218 PAGE: 1 of 2 FIGURE: A -19 BORrNG 2003009.GPJ 815/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING COMPANY: Cascade Dialing, Inc. GRILLING METHOD: Hollow -Stem Auger, CME 75 tracked rig SAMPLING METHOD: Dames end Moore, 3001b Autohammer SURFACE ELEVATION: 244 d: feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/16/2007 DATE COMPLETED: 2/15/2007 LOGGED BY: J. Speck J C• m rz ag 40 — 45 — 50 — 55 — 60 — 65 — USCS SOIL CLASS DESCRIPTION 70 — 75 — Medium dense to dense, Tight yellow brown. slightly silty, fine to medium SAND, moist. cc w w 0 m Z Z. ill z w{§ a a 1 1 a2 5.10 12 -13 -15 Boring terminated at 46.5 feet. No ground water observed during drilling. Gas readings: carbon monoxide =0 ppm, hydrogen sulfide =0 ppm, combustible gas 0% LEL. Composite environmental sample B- 218 -C collected from samples 5-1 through S -9. S -11 18-15-20 OTHER TESTS 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: 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 F ;, 10 20 30 40 50 " A 40 45 50 55 80 85 70 — 75 0 20 40 60 80 100 Water Content (36) Plastic Limit 1--411-4 Liquid Limit Natural Water Content 80 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC PROJECT NO.: 2003-008 BORING: B -218 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 end Moore, 3001b Autohammer SURFACE ELEVATION: 285 t feet LOCATION: See Site & Exploration Plan, Figure 2A DATESTARTED: 2/2012607 DATE COMPLETED: 2/20/2007 LOGGED BY: J. Speck O DESCRIPTION 10— 15 — 20 — 25 — 30 SM ML SM Grass on yellow brown, silly. fine to medium SAND with gravel, moist. Gravel Is fine to coarse, sub - angular 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, Tine to medium SAND, moist. Trace gravel. Gravel Is fine to coarse, sub- angular to rounded. (WSDOT FILL) / V S-3 1 -1 -2 Soft, dark gray, sandy, clayey, SILT with gravel, moist. Gravel Is fine to coarse, sub - angular to sub - rounded. Medium stiff, olive gray, sandy, clayey, SILT, moist. Trace clay, Trace gravel. Gravel Is fine to coarse, sub - angular to sub - rounded. ce uJ V w z .c � W w w'- Ct m° w Ct Z o0 a8 0 / S-1 7 -7-6 AS-2 2-4 -5 GS 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 Lasl inch of sample: yellow brown, silty, fine to medium SAND, moist. Possible native. Loose, dive brown, silty, fine to medium SAND, moist. Trace gravel. Gravel Is fine to coarse, sub- rounded to rounded. Some water staining. tr v v -/ Z 35 — 40 — SP Dense, yellow brown. slightly silty. One 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 Ume of exploration. / 5-4 3-4-2 AL S -5 1 -1 -2 S-6 2 -2 -2 S -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 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 Ib. weight, 30" drop) A Blows per foot 10 20 30 40 1 ax- e, w i 50 o 0 #'141 e: A 0 AO: —5 — 10 — 15 — 20 25 — 30 0 20 40 60 80 100 Water Content (%) Plastic Limit I--o -1 Liquid Limit Natural Water Content 35 40 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC PROJECT NO.: 2003 -008 BORING: B -219 PAGE: 1 of 1 FIGURE: A-20 BORING 2003006.GPJ 8!5108 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, 30015 Autohammer SURFACE ELEVATION: 308 t feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2119/2007 DATE COMPLETED: 2119/2007 LOGGED BY: J. Speck 5 10 15 20 25 30 35 4 USCS SOIL CLASS DESCRIPTION w m Z tir La a a 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-6 18-25-20 S -7 18 -24 -21 S -8 2 -10 -9 S -9 5016" 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 times and /or locations. Non - Standard Penetration Resistance (300 Ib. weight, 30" drop) A Blows per foot 10 20 30 40 50 0 A f-4 A 0 —5 10 15 — 20 — 25 30 >>A-35 0 20 40 60 80 Water Content ( %) Plastic Limit Liquid Limit Natural Water Contenl 100 40 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC, PROJECT NO.: 2003-008 BORING: B -220 PAGE: 1 of 2 FIGURE: A -21 BORING'2(x13008.GPJ 815108 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale 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, One to medium SAND with 0I _ gravel, moist. Some rust staining. �/� 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 111 /(J - � wood. Driller notes rough drilling. Hard, dark gray, sandy, lean CLAY, moist. Trace gravel. 0 _ Gravel Is coarse, sub- angular. Broken cobble in sampler. — � 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. 21 Faint odor - decomposing wood/refuse. Broken cobble In sample. Driller notes rough drilling. ML Medium dense, black, sandy SILT to silty SAND with gravel, / SM moist. Burn refuse is 70 %.by volume (brick, glass, asphalt). L i (BURN FILL) • SM Very dense, red brown, silty, fine to medium SAND with grovel, moist. Broken cobble In sample. Burn refuse Is 30% by volume (brick, glass). V 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-6 18-25-20 S -7 18 -24 -21 S -8 2 -10 -9 S -9 5016" 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 times and /or locations. Non - Standard Penetration Resistance (300 Ib. weight, 30" drop) A Blows per foot 10 20 30 40 50 0 A f-4 A 0 —5 10 15 — 20 — 25 30 >>A-35 0 20 40 60 80 Water Content ( %) Plastic Limit Liquid Limit Natural Water Contenl 100 40 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC, PROJECT NO.: 2003-008 BORING: B -220 PAGE: 1 of 2 FIGURE: A -21 BORING'2(x13008.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: HollowStem Auger, CME 75 tracked rig SAMPLING METHOD: Dames and Moore, 3001b Autohammer SURFACE ELEVATION: 308 t feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/19/2007 DATE COMPLETED: 2/19/2007 LOGGED BY: J. Speck 40 45 50 55 60 65 70 0 m g USCS SOIL CLASS DESCRIPTION - ML Very stiff, dark brown to red brown, sandy SILT and silty, fine to medium SAND with gravel, moist. Gravel Is fine to coarse. sub - angular to sub- rounded. Bum refuse Is 60% by volume (brick, glass. burn slag). = = I'---.I 0 O O I'l ICI . SM Medium dense, silty, fine to coarse SAND with gravel, moist. • Gravel is fine to coarse, sub - angular to sub - rounded. - Bum refuse Is 70% by volume (brick. glass, wood, metal). No recovery, Driller notes hammer may be pounding on a cobble during sampling. No recovery. Hammer bouncing off rock or wood. - • No recovery. Driller notes probable mass being pushed In front of auger during drilling. Subsequently brake through with SP `downhoie hammer. 1 " • SM Dense, dark gray, slightly silty fine to medium SAND, moist. (ADVANCE OUTWASH) Dense, olive gray. slightly silty, fine to medium SAND, moist. • Faint rust staining from 71.0 to 71.5. 75 — 80 — Boring terminated at 71.5 feet. No ground water observed during drilling. Composite onvlronmentel 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 times'and /or locations. 5-10 5 -7 -12 S -11 46-8 S -12 50/3" S -13 S -14 16 -17 -18 5 -15 14 -22 -23 GS S -16 13 -20-31 GROUNDWATER 0 Non - Standard Penetration Resistance (300 Ib. weight, 30" drop) A Blows per foot ®10 20 30 40 x 1E0' 50 0 40 »a 1 A 99. 45 —50 55 60 —65 70 — 75 20 40 60 80 100 Water Content ( %) Plastic Limit Liquid Limit Natural Water Content 80 BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCESINC. TUKWILA, WASHINGTON PROJECT NO.: 2003-008 BORING 2003008.GPJ 8/5/08 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 Dulling, Inc. DRILLING METHOD: Hollow -Stem Auger, CME 75 tracked rig SAMPLING METHOD: Dames and Moore, 3001b Autohammor SURFACE ELEVATION: 306 * feet LOCATION: See Site & Exploration Plan, figure 2A DATE STARTED: 2/20/2007 DATE COMPLETED: 2/20 /2007 LOGGED BY: J. Speck 2 0 5 10 15 20 25 30 36 40 USCS SOIL CLASS DESCRIPTION - _ SM Grass on loose, dark brown, silty, fine to medium SAND with gravel. moist. Loose, brown to dark brown, silly, tine to medium SAND with gravel, moist. Gravel is fine to coarse, sub - angular to sub - rounded. Some sandy silty lobes. (WSDOT FILL) - - MI Soft, dark gray, sandy SILT with gravel, moist. Gravel is fine to coarse, sub - angular to sub- rounded. Some wood, Soft, 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, line to medium SAND, moist. Trace gravel. r SM Loose, dark brown, silty, fine to medium SAND, moist. Wood debris is 90% by volume. - , SM +' 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). (BURN FILL) Medium dense, red brown, silty, fine to medium SAND with Gravel is fine - _ •: SP • gravel, moist. to coarse, sub - angular to rr \ sub- rounded. Burn refuse is 60% by volume (glass, brick, cad). Medium Medium dense grading to dense, light yellow brown, slightly silty, fine to medium SAND, moist, to - v w m z a w t w re a. 8 OTHER TESTS S -1 3 -5 -3 GS VI /I 5-2 2 -1 -2 S -3 1 -2 -2 S-4 1 -2 -2 AL I A S -5 1 -2 -3 S-6 2 -2 -3 L L v 7 Z S -7 3-3-4 5-8 26. 50/6" S-9 3-4-8 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 Standard Penetration Test (300 Ib. weight, 30" drop) A Blows per foot 10 20 30 40 50 0 O • • A A. A • A »• A —5 —10 — 15 — 20 —25 r 30 — 35 0 20 40 60 80 100 Water Content ( %) Plastic Limit 1-0-1 Liquid Limit Natural Water Content 40 BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCES INC TUKWILA, WASHINGTON PROJECT NO.: 2003-008 BORING: B -221 PAGE: 1 of 2 FIGURE: A -22 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: Cascade Drilling, Inc. DRILLING METHOD: Hollow -Stem Auger, CME 75 tracked rig SAMPLING METHOD: Dames and Moore. 3001b Autohammer SURFACE ELEVATION: 308 t feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/20/2007 DATE COMPLETED: 2/20 /2007 LOGGED BY: J. Speck 45 — 50 — 55 — 60 65 — 70 — 75 — 80 — USCS SOIL CLASS DESCRIPTION SM (ADVANCE OUTWASH) Dense, light yellow brown. silty. fine to medium SAND, moist. Grades to very dense. Boring terminated at 61.5 feel. No ground water observed during drilling. Composite environmental sample, B- 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. w CL a a 2 w m 2 w a Vs-10 L 7 10 -18 -18 S -11 5-20-28 S -12 20.31 -50/6" VS-13 18.31 -39 P OTHER TESTS VS-14 12.31 -36 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 et 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 lb. weight, 30" drop) A Blows per foot 0 10 20 30 40 w 50 Q »; ». e 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 Er- BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCES INC TUKWILA, WASHINGTON BORING 2003008.GPJ 8008 BORING: B -221 PAGE: 2 of 2 PROJECT NO.: 2003 -008 FIGURE: A -22 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 76 tracked rig SAMPLING METHOD: Dames and Moore, 300Ib Autohemmer SURFACE ELEVATION: 302 f feet LOCATION: See Site 8, Exploration Plan, Figure 2A DATE STARTED: 2/20/2007 DATE COMPLETED: 2/2012007 LOGGED BY: J. Speck 0 0 5 10 15 20 25 30 35 40 USCS SOIL CLASS DESCRIPTION - _ '. SM Grass an dark brown, silty SAND with gravel, moist. Medium dense, olive gray, silty, fine to medium SAND with gravel. moist. Gravel Is find to coarse, sub- angutar to sub- rounded. / J L / L I % /I_ 7 /- 7 _ r�/ /U / _ — - - _ — - a J - - CL i/o ML iii /o j ii% Ioy erol III j j j III III III I%% III III /// t (WSDOT FILL) Medium stiff, dark gray, sandy, silty CLAY, moist. Trace gravel. Gravel Is fine to coarse, sub - angular to sub - rounded. Medium sfrff, 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 fine 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 dcnsa, yellow brown, Bitty, find 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. w z w� z — D. S -1 3-6-5 GS S -2 2-3-4 S -3 2 -2 -3 AL S-4 1 -2 -4 S -5 1.2 -4 S -6 1 -1 -1 S -7 10 -5016 5-8 10-22-38 S-9 6-8-9 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 (300 Ib. weight, 30" drop) ♦ Blows per foot 10 20 30 40 A e A A DYE —5 —10 — 15 20 — 25 30 — 35 0 20 40 eo 80 100 Water Content ( %) Plastic Limit {-- -'G-- -i Liquid Limit Natural Water Content 40 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 8/5108 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 and Moore, 300lbAutohammer 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 CI CI 40 45 — 50 55 — 60 — 65 — 70 — 75 — 80 — m 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 13-222. Periodic gas monitoring near borehole showed no detections of carbon monoxide, hydrogen sulfide or combustible gas in the air at the time of exploration. w 7 w g 2 0. i 6-8-14 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 10 Standard Penetration Test (3001h. weight, 30" drop) A Brows per foot 20 30 40 0 20 40 60 80 100 Water Content ( %) Plastic Limit I --®- -{ Liquid Limit Natural Water Content Uffl BORING: BOW LAKE RECYCLING AND TRANSFER STATION B -222 HWAGEOSCIENCES INC. BORING 2003008.GPJ 0/5108 TUKWILA, WASHINGTON PROJECT NO.: 20.03 -008 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: Hollow -Stem Auger, CME 85 truck dg SAMPLING METHOD: California Split Spoon w/ Autohammer SURFACE ELEVATION: 256 # feet LOCATION: See Site 8 Exploration Plan, Figure 2A DATE STARTED: 2/24/2007 DATE COMPLETED: 2/24/2007 LOGGED BY: P. Pearson E 0— 5— 10 — 15— 20 — 25 — 30 — 36 — 40 — USCS SOIL CLASS DESCRIPTION 2] 8 -1 13-8-8 21 S -2 6 -6 -7 Z 8-3 4 -6-6 rn w s 6 (21 S-4 2-3-3 OC pH z S -5 2 -3 -5 s-s 6 -5-4 S -7 7-5-10 OC pH m 8 -8 6-6-6 S -9 8 -10.13 GS As-10 8-13-15 z S -11 12 -15-16 ZS -12 10 -13 -15 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. 1- a re 0 Non - Standard Penetration Resistance (300 Ib, weight, 30" drop) • Blows per fool 10 20 30 40 w 50 0 A A A A A A e A A A A ® A 0 20 40 60 80 Water Content ( %) Plastic Limit Liquid Limit Natural Water Content 100 5 10 15 20 26 30 35 40 BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCES INC TUKWILA, WASHINGTON PROJECT NO.: 2003 -008 BORING: B -223 PAGE: 1 of 2 FIGURE: A -24 BORING 2003008.GPJ 815/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale •. SM Grass at the surface. Medium dense, dark brownish -gray, silly SAND, moist. ,� Some wood debris (10% by volume). (FILL) J- P :•:•! Medium stiff, dark gray, saty REFUSE, moist. Paper - 90% by X+ volume, glass - 2 %. si • (REFUSE) Medium dense, dark gray, slightly silty. fine to medium SAND, . moist, No refuse or organics observed. ,.� 4 . t : : :$, Medium stiff, dark gray to black, sandy SILT, moist. Refuse: gi•: organics - 10% by volume, paper - 5 %, glass - 5 %. Slight ,tot hydrocarbon -like odor. VA (FILL WITH REFUSE) e44.• X44. Medium stiff, dark gray, sandy SILT, moist. Refuse: organics . �i�i:% .- 10% by volume. glass - 5 %. 'iii i Loose, dark gray, silty, fine to medium SAND, moist. Refuse: :�.� VA metal - 2% by volume. �� V Medium dense, dark gray, silty SAND, moist. Refuse: g+! organics - 30% by volume, metal - 2%. Xi ■■..' VA g* :. No recovery - cobble in sampler tip, 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 al 31 feet. Medium dense, dark gray, slightly silty, fine SAND, moist. 2] 8 -1 13-8-8 21 S -2 6 -6 -7 Z 8-3 4 -6-6 rn w s 6 (21 S-4 2-3-3 OC pH z S -5 2 -3 -5 s-s 6 -5-4 S -7 7-5-10 OC pH m 8 -8 6-6-6 S -9 8 -10.13 GS As-10 8-13-15 z S -11 12 -15-16 ZS -12 10 -13 -15 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. 1- a re 0 Non - Standard Penetration Resistance (300 Ib, weight, 30" drop) • Blows per fool 10 20 30 40 w 50 0 A A A A A A e A A A A ® A 0 20 40 60 80 Water Content ( %) Plastic Limit Liquid Limit Natural Water Content 100 5 10 15 20 26 30 35 40 BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCES INC TUKWILA, WASHINGTON PROJECT NO.: 2003 -008 BORING: B -223 PAGE: 1 of 2 FIGURE: A -24 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: Hollow -Stem Auger, CME 85 truck rig SAMPLING METHOD: California Split Spoon w/ Autohammer SURFACE ELEVATION: 258 t feet LOCATION: See Site & £xplaratlon Plan. Figure 2A DATE STARTED: 2/24/2007 *DATE COMPLETED: 2/24/2007 LOGGED BY: P. Pearson a oP 40 45 — 50 — 55 — 60 — 85 — 70 — 75 — 80 — USCS SOIL CLASS DESCRIPTION Dense, gray. slightly silty, fine SAND. moist. Boring terminated at 41.5 feel. No ground water observed at time of exploration. Composite environmental sample, B- 223 -C, collected from samples S -1 through S-9. Periodic gas monitoring neer borehole showed a peak detection of 2% of the LEL for combustible gas, and no detections of carbon monoxide or hydrogen sulfide in the air at the time of exploration. w L m z J W. a. e 03 O. 3 HS -13 12 -17 -17 GS 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 end /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 —85 —70 — 75 0 20 40 80 80 100 Water Content ( %) Plastic Limit Liquid Limit Natural Water Content 80 BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCES INC TUKWILA, WASHINGTON PROJECT NO.:. 2003-008 BORING: B -223 PAGE: 2 of 2 FIGURE: A -24 BORING 2003008.GPJ W5f013 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 ± feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/24/2007 DATE COMPLETED: 2/24 /2007 LOGGED BY: P. Pearson 0 O a USCS SOIL CLASS DESCRIPTION 5— 10 — 15— 20 — 25 -- 30 — 35 — 40 — 4 inches otasphatt. Cuttings consist of brown, sandy GRAVEL with cobbles. Hard drilling. (FILL) Hard, Tight brownish -gray, sandy SILT, with grave! and cobbles, moist. Slightly rust - mottled. (ICE- CONTACT STRATIFIED DRIFT) 1 Very dense, Tight brownish -gray, silty, fine sandy GRAVEL, moist. Some rust - mottling. No recovery. Medium dense, tight olive brown, silty, fine SAND, moist. Medium dense, fight brownish-gray, slightly silty, fine SAND, moist. (GLACIAL OUTWASH) Medium dense, light grayish- brown, fine SAND, moist, re w m F z P_ 7 Boring terminated 6116.5 feet. No ground water observed at time of exploration. Gas readings: carbon monoxide =0 ppm, hydrogen sulfide =o ppm, combustible gas 0% LEL. No environmental samples collected. w U 1- h co w "C .c co m cc w ui as o S -1 18 -50/8 S -2 16-32-32 17 -28-26 S-3 8-9-10 5-4 5-10-11 S -5 8 -10-12 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 fool 0 10 20 30 40 60 0 » A A A 0 20 40 60 80 100 Water Content ( %) Plastic Limit F-4)--I Liquid Limit Natural Water Content 10 16 20 25 30 35 40 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 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 85 truck rig SAMPLING METHOD: California Split Spoon w/ Autohemmer SURFACE ELEVATION: 246 t feel LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/24/2007 DATE COMPLETED: 2/24 /2007 LOGGED BY: P. Pearson x 0 8 DESCRIPTION 5— 10 — 15 — 20 — 25 — 30 — 35 — 40 — 4 inches "of asphalt. Hard drilling near surface. Cuttings consist of sandy .-.GRAVEL. moist. (FILL) Very dense, light grayish -brown to dark brown, slightly silty, gravelly SAND, moist. Dense, dark gray, gravelly, fine to coarse SAND, moist. Slag -like material with block flocks. Vary loose, grayish - 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 -gray, sandy SILT, moist to wet. Refuso: 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, fine to medium SAND, moist. Organics - \5% by volume. Slight hydrocarbon -like odor. l- Dense, grayish brown, silty, fine SAND, moist. 1 -Inch thick lamination of silty SAND at 23 feet. (ADVANCE OUTWASH) Dense. brownish -gray, silty, fine SAND, moist. Dense, brownish -gray, tine SAND, moist. Trace silty laminations. Very dense, gray, fine SAND, moist. Boring terminated at 38.5 feet. No ground water observed at time of exploration. SAMPLE NUMBER w U a� c Z g 0. m S -1 50/5 21 S -2 10 -20-2 v S-3 1 -2 -1 VI SA 1-2-1 3-4-4 w O 8-5 2 -3 -3 OC pH m S-6 5-5-4 0 S -7 5-3-3 OC pH / S -8 14 -21 -25 GS S-8 15 -20 -20 AS-10 15 -20 -25 8-11 15 -26 -25 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 rimes and /or locations. GROUNDWATER 0 Non - Standard Penetration Resistance (300 lb. weight, 30" drop) A Blows per foot 10 20 30 40 x 50 0 6 :A ♦. A A• »; 0 20 40 60 80 100 Water Content ( %) Plastic Limit I---0—I Liquid Limit Natural Water Content 5 10 15 20 25 30 35 40 I�1' 1 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC. PROJECT NO.: 2003 -008 BORING 2003000.GPJ 6/5/08 BORING: B -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 Dniling, Inc. DRILLING METHOD: Hollow -Stem Auger, CME 85 truck rig SAMPLING METHOD: California Split Spoon w/ Autohammer SURFACE ELEVATION: 248 ± feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/24/2007 DATE COMPLETED: 2/24/2007 LOGGED BY: P. Pearson uJ ct 40 — USCS SOIL CLASS DESCRIPTION 45 — 50 — 55 — 60 — 85 — 70 — 76 Gas readings: carbon monoxIde =0 ppm, hydrogen sulfide =0 ppm, combustible gas 0% LEL. Environmental sample, B- 225 -C, collected from samples S -1 through S-8. a w m Z -, w o- g ) w w W a w Ce Z a8 0 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: 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 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 PROJECT NO.: 2003-008 BORING: B -225 PAGE: 2 of 2 FIGURE: A -26 BORING 2003000.GPJ 816/08 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: Holtow-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 DATE COMPLETED: 2/24/2007 LOGGED BY: P. Pearson 0 0 DESCRIPTION i° GP \4 inches of asphalt. f 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 silty, fine SAND. moist. Dense, gray, slightly silty, fine SAND, moist. 1 -inch silty layer at 16.5 feet. Very dense, gray, slightly sfty, fine to medium SAND, moist. of 1 GP 3P 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 sutfde =0 ppm, combustible gas 0% LEL. No environmental samples collected. tu tu m I- 2 Z w w AS -1 8 -12 -12 L L Z L L OTHER TESTS S-2 12-15-16 S-3 10 -25-26 S -4 12 -18-20 GS 8-5 12 -18 -21 5-8 16 -25 -28 pH 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. 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. hgg So Z O lK Non - Standard Penetration Resistance (300 Ib. weight, 30" drop) • Blows per foot 0 10 20 30 40 50 A A A 0 —5 —10 —15 20 25 —30 — 35 20 40 60 80 100 Water Content (%) Plastic Limit 1--0--1 Liquid Limit Natural Water Content 40 BOW LAKE RECYCLING AND TRANSFER STATION GEOSCIENCES INC TUKWILA, WASHINGTON PROJECT NO.: 2003-008 BORING 2003008.GPJ 8/8/08 BORING: B -226 PAGE 1 of 1 FIGURE; A -27 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: 248 3 foot LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/24 /2007 DATE COMPLETED: 2/24 /2007 LOGGED 0Y: P. Pearson m rn pU y DESCRIPTION 5— 10 — 15 — 20 — 25 — 30 — 35 — 40 — 4 inches of asphalt. r Cuttings consist of brownish -gray, sandy GRAVEL, moist to 2 feet. FILL) /" 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, any 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 glans and paper. Hydrocarbon -like odor. Medium dense, dark brown, silty SAND, with gravel, moist. Refuse: wood /organics - 10% by volume, paper /unknown - ‘10 %. Hydrocarbon -like odor. Medium dense, dark brown, silty, sandy REFUSE: paper, organics, unknown refuse - 50% by volume, moist. (REFUSE) Loose, dark brown, silty sandy REFUSE: paper - 60% by volume, metal - 10 %, moist. Slight hydrocarbon -like odor. J Medium dense, dark brown, silty, sandy REFUSE: paper - 30% by volume, moist. No recovery - organics, paper, trace glass in sampler tip. Medium dense to dense, dark brown REFUSE: metal 80% by volume, moist. f Dense, Tight grayish- brown, fine to medium SAND, moist. (ADVANCE OUTWASH) Dense, light grayish- brown, fine SAND, moist Trace silty laminations. r Boring terminated at 26.5 feel. No ground water observed at time of exploration, Gas readings: carbon monoxide =0 ppm, hydrogen sulfide =0 ppm, combustible gas 4% LEL. Environmental sample, B- 227 -C, collected from samples S-1 through S -10. 0 gas Z SAMPLE NUMBER ee S-1 4 -5-5 S-2 8 -12 -10 VIS-3 4 -6 -7 OC 0 S-4 20.4 -4 0 S-5 6 -7 -7 fa 8-6 4 -3-4 OC 0 S-7 8-6.8 / 8-8 7 -4 -3 S-9 12 -19 -21 S -10 8-11 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 times and /or locations. GROUNDWATER 0 Non- Standard Penetration Resistance (300 Ib. weight, 30" drop) A Blows per foot 10 20 30 40 50 & 0 A A . A A A 0 20 40 60 Water Content (%) Plastic Limit 1--® -1 Liquid Limit Natural Water Content 80 5 10 —15 100 20 25 30 35 40 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 818108 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 10 15 — 20 — 25 30 — 35 — 40 — O gm USCS SOIL CLASS DESCRIPTION SM Very loose, brown, orange and black, silty SAND, moist Trace gravel and organics. Thin charred layer at 1.5 foot. (BURN FILL) Loose, brown to gray, silty SAND, moist. Glass - 5% by volume. Some charred organics, a w w a� 0. 0. ® S -1 1 -1 -1 ® S -2 3 -3 -2 N co Very loose, light to dark brown, silty SAND, moist. Organics - g S-3 1 -1 -1 00 20% by volume. :1 I, ML Very stiff, light brown, gravelly, sandy, lean CLAY, moist. M S-4 4-4 -12 AL Trace organics. Some rust mottling, SM Very dense, light brown, silty SAND, with gravel, moist. (GLACIAL TILL) Boring terminated at 10.5 feet duo to refusal on dense native soil. No ground water observed at time of exploration. Periodic gas monitoring showed a peak of carbon monoxide at 139 ppm (due to exhaust from the acker rig) and 1% LEL of combustible gas with no detections of hydrogen sulfide. No environmental sample was collected due to Insufficient sample volume. VA S-5 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 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 10 20 30 40 50 0 A 0 —5 10 15 20 r 25 -- 30 20 40 00 80 100 Water Content ( %) Plastic Limit I--- -0-- -1 Liquid Limit Natural Water Content 35 40 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC PROJECT NO.: 2003-00$ BORING 2003008:GPJ 815/08 BORING: B -228 PAGE: 1 of 1 FIGURE: Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale A -29 DRILLING COMPANY: Environmental Drilling Inc. DRILLING METHOD: Hollow -Stem Auger, Simco tracked rig SAMPLING METHOD: SPT w/ Cathead SURFACE ELEVATION: 269 f feet LOCATION: See Site 6 Exploration Plan, Figure 2A DATE STARTED: 2/28 /2007 DATE COMPLETED: 2/28/2007 LOGGED BY: .1. Speck g 0 5 10 15 20 26 30 35 40 USCS SOIL CLASS DESCRIPTION w r - I - - •• . SM Surface: Blackberry Vines. Dark brown, silty, fine to medium SAND, moist. Cuttings: Dark brown, silty SAND with gravel, moist. Driller notes hard drilling at 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. N 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 to coarse, sub - angular to rounded, Burn refuse 20% by volume (brim, glass). N - Cuttings: Dark brown, silty SAND with gravel, moist. • • Medium dense, red brown, silty, fine to medium SAND with gravel, moist. Gravel Is fine to coarse, sub- angular to rounded. ix 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 al 25.75 ft bgs. ^ A �/n Soft, black, sandy SILT, moist. 44444 Refuse: 50% by volume (20% compressible, 80% %�� non - compressible: glass, plastic, wood). 4.4.. (REFUSE) - iii Cuttings: Black, sandy, SILT, moist. Faint hydrocarbon odor. — • 4�4 Some refuse. A , �4��� Refuse: 40% by volume (10% compressible, 00% motet, j/j�() 4 %% plastic). i4i4 :•40: Cuttings: Black, sandy, SILT, moist. Faint hydrocarbon odor. 4+ Some refuse. 44444 . SP Dense to very dense, dark gray, fine 10 medium SAND, moist. I� - Faint hydrocarbon odor. Black staining, (GLACIAL OUTWASH) /� • S -1 8-7 -9 S -2 20/6 -2013 OTHER TESTS S -3 9 -6.6 GS PH S-4 4-6-12 S-5 2 -2 -2 S -6 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. tr 5 2 0 0 0 10 Standard Penetration Test (1401b. weight, 30" drop) A Blows per foot 20 30 40 0 20 40 60 80 Water Content ( %) Plastic Limit } ® 1 Liquid Limit Natural Water Content 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 8/8/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale DRILLING COMPANY: Environmental Drilling Inc. GRILLING METHOD: Hollow -Stem Auger, Stmco tracked rig SAMPLING METHOD: SPT w/ Cathead SURFACE ELEVATION: 269 t feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STATED: 2/28/2007 DATE COMPLETED: 2/28/2007 LOGGED BY: J. Speck J o Z m 40 USCS SOIL CLASS DESCRIPTION 45 — 50 — 55 — 60 — 85 — 70 76—, 80 — S-8 12 -27-35 Bering terminated at 41.5 feet. No ground water observed at time of exploration. Environmental 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 time of exploratkm. 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 dale Indicated and therefore may not necessarily be indicative of other times and/or locations. GROUNDWATER 0 10 Standard Penetration Test (140 Ib. weight, 30" drop) • Blows per foot 20 30 40 u y 50 �— 40 —45 — 50 —.55 —60 —05 —70 —75 0 20 40 60 80 100 Water Content ( %) Plastic Limit Liquid Limit Natural Water Content 80 . 1 BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCESINC BORING 2003008 :GPJ 8/5108 TUKWILA, WASHINGTON PROJECT NO.: 2003 -008 BORING: B -229 PAGE: 2 of 2 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 wl Cathead SURFACE ELEVATION: 284 t feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/2812007 DATE COMPLETED: 2/28/2007 LOGGED BY: J. Speck o 0 5— 10 15 — 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. DESCRIPTION w w al 1- 3 z 111 LIJ a a W w - ce a. W O NS-1 2-4 -24 GS S -2 8- 5016" S -3 14 -12 -17 S-4 5-13-14 S -5 10-11-13 GS 8-6 26-25 -50/3" M S -7 22 -23 -15 S -8 7 -10 -16 OC 5 -9 5.7 -7 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 10 Standard Penetration Test (140 lb. weight, 30" drop) A Blows per foot 20 30 40 a , 50 O 0 0 A >7, A A 0 A 0 A :A 0 20 40 80 Water Content ( %) Plastic Limit 1 0 1 Liquid Limit Natural Water Content 80 r- 5 10 15 — 20 —25 — 30 --35 >7* 40 100 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HIWAGEOSCIENCES INC. BORING 2003008.GPJ 0 /5/08 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 grave), moist. Gravel is sub - angular to sub - rounded. Broken grave), 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, shty, fine to medium SAND, moist, trace fine gravel. Faint product odor and staining. Medium dense, brown 10 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. Very 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, glass). Medium dense, dark gray, silly, fine to medium SAND with fine to coarse gravel. 40% construction debris (brick, glass). -' • SM • • SM 1-2 Inches of light yellow brown, silty, fine to medium SAND with fine gravel. Gravel is sub - angular to rounded. No bum refuse. (ADVANCE OUTWASH) w w al 1- 3 z 111 LIJ a a W w - ce a. W O NS-1 2-4 -24 GS S -2 8- 5016" S -3 14 -12 -17 S-4 5-13-14 S -5 10-11-13 GS 8-6 26-25 -50/3" M S -7 22 -23 -15 S -8 7 -10 -16 OC 5 -9 5.7 -7 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 10 Standard Penetration Test (140 lb. weight, 30" drop) A Blows per foot 20 30 40 a , 50 O 0 0 A >7, A A 0 A 0 A :A 0 20 40 80 Water Content ( %) Plastic Limit 1 0 1 Liquid Limit Natural Water Content 80 r- 5 10 15 — 20 —25 — 30 --35 >7* 40 100 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HIWAGEOSCIENCES INC. BORING 2003008.GPJ 0 /5/08 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: Environmental Drilling Inc. DRILLING METHOD: Hollow -Stem Auger, Simco 4000 tracked rig SAMPLING METHOD: SPT w/ Cathaad SURFACE ELEVATION: 284 't feet LOCATION: See Site 8 Exploration Plan, Figure 2A DATE STARTED: 2126/2007 DATE COMPLETED: 2/28/2007 LOGGED BY: J. Speck 45 — 50 — 55 — 80 — 85 — 70 — 75 — 80 — USCS SOIL CLASS DESCRIPTION Driller notes drilling smoothed out at about 37 feel below the ground surface. \Very dense. light yellow brown, silty, fine SAND with fine to coarse 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 S-3 to 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. W w z z J J w U .5 o: z a8 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 therefore may not necessarily be indicative of other times andtor locations. GROUNDWATER 10 Standard Penetration Test (140 Ib. weight, 30" drop) A Blows per toot 20 30 40 0 20 40 00 80 100 Water Content ( %) Plastic Limit 1--- -0-- -1 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 -230 PAGE: 2 of 2 FIGURE: A -31 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-Stern Auger, Simco 4000 tracked rig SAMPLING METHOD: SPT w/ Cathead SURFACE ELEVATION: 287 t feat LOCATION: See Site & Exptoratlon Plan, Figure 2A DATE STARTED: 2/27/2007 DATE COMPLETED: 2/27 /2007 LOGGED BY: J. Speck w 0— 10 — 15 — 20 — 25 — 30 — 35 — 0 m 3- co 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. (WSDOT 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 925 feet. M Medium dense, dark brown, silty, tine to medium SAND with 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. Bum refuse 30% by volume (glass, burnt wood). Faint creosote odor. Black atainIng. ML Very stiff , grading to hard, gray to olive gray, slightly sandy SILT with gravel, moist. Gravel is fine 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, 8.231 -C, collected from samples S -2 to S -6. Periodic gas monitoring near borehole showed no detections of carbon monoxide, hydrogen sulfide or combustible gas in the air at the time of exploration. a w w U .G 0 8-1 6-2 -2 S -2 6-5-4 GS S -3 1 -2 -2 MS-4 6 -10 -7 MS -5 3.7 -7 NS-6 8-9.10 M5 -7 12- 50/6" 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 end on the date indicated and 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 foot 20 30 40 0 20 40 80 80 100 Water Content ( %) Plastic Limit 1 ---0- -1 Liquid Limit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC, PROJECT NO.: 2003-008 BORING: B -231 PAGE: 1 of 1 BORING 2003008.GPJ 8/5108 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale FIGURE: A-32 DRILLING COMPANY: Environmental Drilling Inc. DRILLING METHOD: Hollow -Stem Auger. Simco 4000 tracked rig SAMPLING METHOD: SPT wl Cathead SURFACE ELEVATION: 297 ± feet LOCATION: See Site 8 Exploration Plan, Figure 2A DATE' STARTED: 2/28/2007 DATE COMPLETED: 2/28/2007 LOGGED BY: J. Speck 0.. 0 0 5 10 15 20 25 30 35 40 O USCS SOIL CLASS DESCRIPTION w z a^ 2 tu 0) tu z w az S -1 8-8-7 co F 0 lAS -2 7 -8 -11 GS NS-3 7 -7 -10 S-4 4 -5-6 6 -5 7-10-9 Ei S-6 6-8 -14 S-7 7 -7-8 S-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 end on the date Indicated and 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 fool 20 30 40 50 ' 0 —5 — 10 —15 —20 —25 — 30 — 35 0 20 40 60 80 100 Water Content ( %) Plastic Limit t --4- -1 Liquid Limit Natural Water Content 40 �L�IIY• 1 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON H.WAGEOSCIENCES INC BORING 2003008.GPJ 8/5108 PROJECT NO.: 2003-008 BORING: B -232 PAGE: 1 of 2 FIGURE: A -33 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale .'. SM Medium dense, brown, silty, fine to medium SAND with gravel, moist, Gravel is fine to coarse, sub - angular to rounded. (WSDOT FILL) ML Very stiff, olive gray to dark gray, sandy SILT, moist. Trace gravel. Gravel is fine to coarse, sub - angular to rounded. Very stiff, gray to dark gray, sandy SILT, moist. Trace gravel and wood. Two 1 inch pockets of silty, fine to medium sand at 12.76 and 13.00 feet. • SM • Medium dense, dark gray to black sandy SILT to silty. fine to medium SAND. moist. Some Me to coarse gravel. Construction debris Is less than 10% by volume (nail. decomposing wood). Faint odor and black staining. :. SM Medium dense, dark brown to black, silty, fine to medium SAND with gravel, moist. Gravel Is fine to coarse, sub - angular to rounded. Burn refuse 30% by volume (glass, tile). Slight odor and black staining. (BURN FILL) Driller notes rough drilling. Medium dense, dark brown to black, silty, fine to medium SAND, moist. Burn refuse 70% by volume (glass, wood). Bum refuse•50% by volume (glass. wood). • SM Medium dense, yellow brown lb dark yellow brown, silty to slightly silty, fine to rnedlum SAND with gravel, moist. Gravel is fine to coarse, sub - angular to rounded. (ADVANCE OUTWASH) No gravel in cuttings. No gravel in sample. w z a^ 2 tu 0) tu z w az S -1 8-8-7 co F 0 lAS -2 7 -8 -11 GS NS-3 7 -7 -10 S-4 4 -5-6 6 -5 7-10-9 Ei S-6 6-8 -14 S-7 7 -7-8 S-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 end on the date Indicated and 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 fool 20 30 40 50 ' 0 —5 — 10 —15 —20 —25 — 30 — 35 0 20 40 60 80 100 Water Content ( %) Plastic Limit t --4- -1 Liquid Limit Natural Water Content 40 �L�IIY• 1 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON H.WAGEOSCIENCES INC BORING 2003008.GPJ 8/5108 PROJECT NO.: 2003-008 BORING: B -232 PAGE: 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 DrMling Inc. DRILLING METHOD: Hollow -Stem Auger, Simco 4000 tracked rig SAMPLING METHOD: SPT w/ Cathead SURFACE ELEVATION: 297 ± feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 2/28/2007 DATE COMPLETED: 2128/2007 LOGGED BY: J, Speck oV 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 S -5 to S-8. Periodic gas monitoring near borehole showed no detections of carbon monoxide, hydrogen sulfide or combustible gas in the afr at the time of exploration. w Lu y m h 2 2 cia ww w h 2 w a 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 el the specified location and on the date indicated and 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 foot 20 30 40 wy 60 0 40 —45 —50 — 55 — 60 — 65 — 70 —75 0 20 40 60 80 100 Water Content (%) Plastic Limit Liquid Limit Natural Water Content 80 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC. PROJECT NO.: 2003-008 BORING: B -232 PAGE: 2 of 2 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 -33 DRILLING COMPANY: Environmental Drilling Inc. DRILLING METHOD: Hollow -Stem Auger. Simeon 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 w 0 5 10 15 20 25 30 35 40 0 m USCS SOIL CLASS DESCRIPTION cc w W I- U w z a8 OTHER TESTS ® S -1 2 -1 -3 AL S -2 2-3-5 wS -3 8-8.6 GS S-4 7 -13 -14 S-5 5 -10-12 GS S -6 5-4-4 NS-7 7-12-19 IN S-8 6 -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 and/or locations. GROUNDWATER Standard Penetration Test (140 Ib. weight. 30" drop) ♦ Blows per foot 0 20 40 00 80 100 Water Content ( %) Plastic Limit Liquid Limit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION 8E TUKWILA, WASHINGTON HWAGEOSCIENCES INC PROJECT NO.: 2003-008 BORING: B -233 PAGE: 1 of 2 FIGURE: A -34 BORING 2003008.GPJ 815108 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. = %J - - 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 Dense, gray, silly SAND, moist, Organics. 0.5 -Inch thick charred layer at 18.5 feet. (BURN FILL) Medium dense, brownish -gray to black. silty SAND, with gravel, moist. 4 -Inch thick charred layer at 22.5 feet. Mottled 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. cc w W I- U w z a8 OTHER TESTS ® S -1 2 -1 -3 AL S -2 2-3-5 wS -3 8-8.6 GS S-4 7 -13 -14 S-5 5 -10-12 GS S -6 5-4-4 NS-7 7-12-19 IN S-8 6 -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 and/or locations. GROUNDWATER Standard Penetration Test (140 Ib. weight. 30" drop) ♦ Blows per foot 0 20 40 00 80 100 Water Content ( %) Plastic Limit Liquid Limit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION 8E TUKWILA, WASHINGTON HWAGEOSCIENCES INC PROJECT NO.: 2003-008 BORING: B -233 PAGE: 1 of 2 FIGURE: A -34 BORING 2003008.GPJ 815108 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-Stern Auger, Simcoe 4000 tracked rig SAMPLING.METHOD: SPT w/ Autohammer SURFACE ELEVATION: 303 # feet LOCATION: See Site 8 Exploration Plan, Figure 2A DATE STARTED: 3/1/2007 DATE COMPLETED: 3/1/2007 LOGGED BY: P. Pearson 40 46 50 — 55 — 60 — 65 — 70 — 75 — 60-- USCS SOIL CLASS DESCRIPTION a w W z w w a e w li 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 feat. No ground water observed at time of exploration. Environmental sample, B- 233 -C, collected from samples S -1 to S -9. Periodic gas monitoring near borehole showed no detections of carbon monoxide, hydrogen sulfide or combustible gas In tho 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 Test (140 Ib. weight, 30" drop) A Blows per foot 0 20 40 60 80 100 Water Content (%) Plastic Limit I —'—.1 Liquid Limit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC PROJECT NO. 2003 -008 BORING: B -233 PAGE: 2 of 2 BORING 2003008.GPJ 815/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale FIGURE: A -34 S. .y..;: SM Medium dense, light brown, silty, fine SAND, moist. Laminations of sill and medium to coarse sand. Trace organics. . (WEATHERED DRIFT) ;, Sp a w W z w w a e w li 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 feat. No ground water observed at time of exploration. Environmental sample, B- 233 -C, collected from samples S -1 to S -9. Periodic gas monitoring near borehole showed no detections of carbon monoxide, hydrogen sulfide or combustible gas In tho 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 Test (140 Ib. weight, 30" drop) A Blows per foot 0 20 40 60 80 100 Water Content (%) Plastic Limit I —'—.1 Liquid Limit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC PROJECT NO. 2003 -008 BORING: B -233 PAGE: 2 of 2 BORING 2003008.GPJ 815/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale FIGURE: A -34 DRILLING COMPANY: Environmental Drilling Inc. DRILLING METHOD: Hollow-Stem Auger, Slmcoe 4000 tracked rig SAMPLING METHOD: SPT w/ Autohammer 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 5 10 15 20 25 30 35 40 0 2 co USCS SOIL CLASS DESCRIPTION Et w a 5 r J J IL ft EI 8 -1 4-4 -5 S -2 4-7 -9 NS -3 6 -8 -12 7 -8 -10 MS-5 14 -12 -15 GS S-6 5-5-8 14 S -7 4-5-0 8-8 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 of'other times and /or locations. GROUNDWATER 0 10 Standard Penetration Test (140 Ib. weight, 30° drop) A Blows per foot 20 30 40 w 50 0 20 40 00 Water Content ( %) Plastic Limit I --®- -I Liquid Limit Natural Water Content 0 —5 — 10 -- 15 — 20 — 25 —30 '— 35 80 100 40 BOW LAKE RECYCLING AND TRANSFER STATION r TUKWILA, WASHINGTON HWAGEOSCIENCES INC. BORING 2003008.GPJ 8/5/08 PROJECT NO.: 2003-008 BORING: B -234 PAGE: 1 of 2 FIGURE: A -35 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. ••• '• Loose to medium dense, brown, sky 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 %. ti r• • 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, silty SAND, with gravel, wet. \Charred organics - 3% by volume, glass - 2 %. f ■ • SM - Medium dense, dark gray, slightly silty, fine SAND, with gravel, moist to wet. _ (WEATHERED DRIFT) - Medium dense, grey, slightly silty, fine to medium SAND, moist. Some silly laminations. _ M Dense. gray, silty, fine SAND, moist. Some silty laminations. (GLACIAL OUTWASH) Et w a 5 r J J IL ft EI 8 -1 4-4 -5 S -2 4-7 -9 NS -3 6 -8 -12 7 -8 -10 MS-5 14 -12 -15 GS S-6 5-5-8 14 S -7 4-5-0 8-8 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 of'other times and /or locations. GROUNDWATER 0 10 Standard Penetration Test (140 Ib. weight, 30° drop) A Blows per foot 20 30 40 w 50 0 20 40 00 Water Content ( %) Plastic Limit I --®- -I Liquid Limit Natural Water Content 0 —5 — 10 -- 15 — 20 — 25 —30 '— 35 80 100 40 BOW LAKE RECYCLING AND TRANSFER STATION r TUKWILA, WASHINGTON HWAGEOSCIENCES INC. BORING 2003008.GPJ 8/5/08 PROJECT NO.: 2003-008 BORING: B -234 PAGE: 1 of 2 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 Inc, DRILLING METHOD: Hollow -Stern Auger, Simcoe 4000 tracked rig SAMPLING METHOD: SPT w/ Autohammer 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 2 oe 40 45 — 50 — 55 — 60 65 — 70 — 75 — USCS SOIL CLASS DESCRIPTION Dense, gray, silty, fine SAND, moist. Boring terminated at 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 air et the time of exploration. w U 5 fl a8 12 -17 -26 OTHER TESTS 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: 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 10 Standard Penetration Test (140 Ib. weight, 30" drop) A Blows per foot 20 30 40 w01 50 40 —45 50 — 55 —80 —65 — 70 —75 0 20 40 60 80 100 Water Content (%) Plastic Limit 1 0 1 Liquid Limit Natural Water Content 80 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC PROJECT NO.: 2003 -008 BORING: B -234 PAGE: 2 of 2 BORING 2003008.GPJ 8/5/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale Fl URE: A -35 DRILLING COMPANY: CN Drilling, Inc. DRILLING METHOD: Hollow -Stem Auger, Acker hand- porlable rig SAMPLING METHOD: SPT w/ 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. 0 0 USCS SOIL CLASS DESCRIPTION 5-- 10 — 15 —t 20 — 25 — 30 — 35 — 40 -- ML M 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 layer at 8.25 feet SM Dense, light yellowish brown, silty fine SAND. with gravel, moist. (ICE•CONTACT STRATIFIED DRIFT) Driller indicates hard *Ming at 8.6 feet. `Very dense, brownish -gray, silty GRAVEL, with sand, moist. SAMPLE NUMBER ® 8-2 3 -7 -10 OTHER TESTS M S-3 2 -7 -7 GS pH 8-4 11 -18 -15 GS / 0 S -5 50/5' 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 geotechnical report. NOTE: This tog of subsurface conditions applies only at the specified location and on the date Indicated and therefore may nol necessarily 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 I - ---O —I Liquid Limit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION HWAGEOSCIENCES INC. BORING 2003008.GPJ 8/5/08 TUKWILA, WASHINGTON 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 - portable rig SAMPLING METHOD: SPT w/ Cathead SURFACE ELEVATION: 243 t feet LOCATION: See Site & Exploration Plan, Figure 2A DATE STARTED: 3/5/2007 DATE COMPLETED: 3/5/2007 LOGGED BY: P. Pearson w 0— 5— 10 --- 15— 20 — 25 30 — 35 — 40 — USCS SOIL CLASS DESCRIPTION Boring terminated at 14 feel. No ground water observed at time of exploration. Gas monitor showed a detection of carbon monoxide 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. SAMPLE NUMBER S -1 1 -2 -14 S-2 21 -50/3 S -3 9 -30.29 GS pH S-4 29.50/6 S -6 4.5.8 GS 8-6 2 -15 -24 8-7 50/5 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, 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 Standard Penetration Test (140 lb. weight, 30" drop) A Blows per foot 10 20 39 40 E 50 0 A 9 A SA 20 40 60 80 100 Water Content ( %) Plastic Limit {---9- —1 Liquid Limit Natural Water Content 5 10 15 20 25 30 35 40 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC BORING 2003000 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 FILL) 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 volume, organics - b %, other refuse - 5 %. E VI 2 ° e �0 0 0O ( " n GP Medium dense to very dense, gray, sandy GRAVEL, with silt, moist. Some rust mottling. (ICE- CONTACT STRATIFIED DRIFT) Boring location moved 10 feet to east and 6 feet lower in , elevation duo to excessive angle of auger caused by • .obstruction. Resumed drilling. Hard, brownish -gray, gravelly SILT, with send, moist. Some rust mottling. t�;f ILrt(Y� CA ML Boring terminated at 14 feel. No ground water observed at time of exploration. Gas monitor showed a detection of carbon monoxide 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. SAMPLE NUMBER S -1 1 -2 -14 S-2 21 -50/3 S -3 9 -30.29 GS pH S-4 29.50/6 S -6 4.5.8 GS 8-6 2 -15 -24 8-7 50/5 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, 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 Standard Penetration Test (140 lb. weight, 30" drop) A Blows per foot 10 20 39 40 E 50 0 A 9 A SA 20 40 60 80 100 Water Content ( %) Plastic Limit {---9- —1 Liquid Limit Natural Water Content 5 10 15 20 25 30 35 40 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC BORING 2003000 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 f feet LOCATION: See Sito & Exploration Plan, Figure 2A DATE STARTED: 3/8/2007 DATE COMPLETED: 3/8/2007 LOGGED BY: P. Pearson 0 o- 5 .— 10 15 — 20 — 25 — 30 — 35 — 40 — -J m USCS SOIL CLASS DESCRIPTION uJ W m r w moist. Boring tennlnated at 13.5 feet. 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 k a S -1 2-2-4 S -2 2-4 -2 S -3 8 -14 -19 S-4 3-7 -7 pH 8-5 7 -20-32 GS S -6 50-30-41 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. NOTE: This tog of subsurface conditions applies only at the specified location and on the date Indicated arid therefore may not necessarily be indicative of other times and/or locations. 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•- --®- -I Liquid Limit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC BORING 2003008.GPJ 815108 BORING: B -237 PAGE: 1 of 1 PROJECT NO.: 2003-008 FIGURE: A -38 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale SM Loose, brownish -gray. silty SAND, with gravel, moist. Some organics. (BURN FILL) Loose, brownish -gray, silty SAND, with gravel. moist. Organics and wood debris - 25% by volume. Trace brick fragments. Medium dense, brown, silty SAND, with gravel, moist. Trace organics and charred organics. Medium dense, olive brown, rust - mottled, slily SAND with gravel, moist. Organics - 5% by volume. N El El :. SM Very dense, fight brownish-gray, silty SAND, with gravel, moist. (ICE- CONTACT STRATIFIED DRIFT) Very dense, light brownish-gray, silty GRAVEL, with sand, RI G t GP moist. Boring tennlnated at 13.5 feet. 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 k a S -1 2-2-4 S -2 2-4 -2 S -3 8 -14 -19 S-4 3-7 -7 pH 8-5 7 -20-32 GS S -6 50-30-41 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. NOTE: This tog of subsurface conditions applies only at the specified location and on the date Indicated arid therefore may not necessarily be indicative of other times and/or locations. 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•- --®- -I Liquid Limit Natural Water Content BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON HWAGEOSCIENCES INC BORING 2003008.GPJ 815108 BORING: B -237 PAGE: 1 of 1 PROJECT NO.: 2003-008 FIGURE: A -38 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. oleos A4!JaA sdeMly - woo ennx EXCAVATION COMPANY: King County SIND EXCAVATING EQUIPMENT: Hitachi 330 Trackhoe SURFACE ELEVATION: 317 ± Feet LOCATION: See Site & Exploration Plan, Figure 2 DATE COMPLETED: 2/21/07 LOGGED BY: B. Thurber & P. Pearson 5 10 15 DESCRIPTION CC w w m a. 2 a° 1-- I- 2 W •• to ii a 0 O - • • - _ ,. SP • SM ' Loose to medium dense, olive- brown, slightly silty, gravelly, fine to medium SAND, moist. Scattered cobbles, quarry spell, and asphalt chunks. (WSDOT FILL) • Itt • .. SM Grades to gray with olive- brown. silty, fine to medium 0 II l' • SAND, wet. O • M Medium dense, gray, silty, gravelly, fine to medium SAND, moist, with very dense chunks of same (1111 fill). Scattered - b cobbles. O ■ • U Scattered lumber debris at 15.5 feet. 0 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 NOTE: For a proper understanding of the nature of subsurface conditions, this exploration fog should be read In conjunction with the text of the geotechnlcal 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 4 0 SKETCH OF NORTH SIDE OF PIT HORIZONTAL DISTANCE (feet) 5 10 15 20 D 1 • Itt • 0 0 o 0 II l' a d J U d - 6 b 0 ■ • U V o 0. a 0 5 10 15 20 1 HWAGEOSCIENCES INC. TPIT20 2003005 GPJ 815/08 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 SWD EXCAVATING EQUIPMENT: Hitachi 330 Traokhoe SURFACE ELEVATION: 309 t Feet LOCATION: See Site ■ Exploration Plan, Figure 2 DATE COMPLETED: 2/21(07 LOGGED BY: B. Thurber & P. Pearson 10— 15 20 -- 5 U 8 j DESCRIPTION SP SM SM 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. Silt 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 stab. Heavy caving from surface to 12 feet, west side. No groundwater seepage. r OS1 tu 0 2U N cc w W 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 geotechnicat report. This log of subsurface conditions applies only at specified location and on the date Indicated and therefore may not necessarily be indicative of other times and /or locations. GROUNDWATER SKETCH OF EAST SIDE OF PIT HORIZONTAL DISTANCE (feet) 5 10 15 20 y O • K• e + U 0 r o . .1 V ' i a u II v d 0 n CA+nck rabble -- , 0 i 0 u o ! - - 5 10 15 0 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: 2121107 LOGGED BY: B. Thurber & P. Pearson 0 5 10 m 2 co 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 — Test pit terminated at 14 feet (full reach downhill with tackhoe). No caving. Minor ground water seepage at 3.5 to 4 feet, downhill end; at 6 feet on uphill and. to w Lu z 0 s -1 0 S -2 0 s -3 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 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 SKETCH OF NORTH SIDE OF PIT HORIZONTAL DISTANCE (foot) 5 10 15 20 • 0 5 10 15 20 1 HWAGEOSCIENCES INC. TPIT20 2003000.0P1 815/05 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. epos A}IJeA siSemly - woo'ennx EXCAVATION COMPANY: King Courtly SWD EXCAVATING EQUIPMENT: Hitachi 330 Trackhoe SURFACE ELEVATION: 308 ± Feet LOCATION: See Site & Exploration Plan, Figure 2 DATE COMPLETED: 2/21/07 LOGGED BY: B. Thurber & P. Pearson 0 5 10 15— 20— DESCRIPTION 25 — Heavy. caving, 0 -10 feet, moderate to S5 feet. Minor ground water seepage at 1.5 feet. 0 s -1 wE re il OTHER TESTS S -2 16 GS Q S -3 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 geotechnical report. 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 0 SKETCH OF WEST SIDE OF PIT HORIZONTAL DISTANCE (feet) 5 10 16 20 25 I • 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, gray, silty, fine to coarse gravelly, fine to medium SAND, moist. • • SM �.. ... % . SM Medium dense, dark brown, organic, gravelly, silty, fine to - •• medium SAND, moist. Scattered roots. Organic odor. ML Medium dense, gray, fine to coarse gravelly, flne sandy O 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. Test pit terminated at 23 feet. 25 — Heavy. caving, 0 -10 feet, moderate to S5 feet. Minor ground water seepage at 1.5 feet. 0 s -1 wE re il OTHER TESTS S -2 16 GS Q S -3 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 geotechnical report. 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 0 SKETCH OF WEST SIDE OF PIT HORIZONTAL DISTANCE (feet) 5 10 16 20 25 I , , r A • • r 1.�._ �.. ... _ .... 5N. - Q O - 0 5 10 15 20 5 �1 HWAGEOSCIENCES INC. TP1725 2003000.GPJ 115108 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 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: B. Thurber & P. Pearson w O 0 3 6 9 0 vi U 8 8 DESCRIPTION 12— 15— Test pit terminated at 11 feet. No caving. No ground water seepage observed during excavation. o S-1 O s -3 8 S -2 S -4 OTHER TESTS OS-5 17 GS 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. cc 0 SKETCH OF EAST SIDE OF PIT HORIZONTAL DISTANCE (feet) (9 0 3 8 9 12 r< w 15 0 0 3 6 9 12 15 HWAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON LOG OF TEST PIT TP- 5 PAGE: 1 of 1 PROJECT NO.: 2003 -008 FIGURE: A -43 771118 2003008.GPJ 5(5108 SM Loose, dark brown, silty, fine to coarse gravelly, fine to medium SM • SAND, moist. . (TOPSOIL / FILL) - Medium dense, brown and reddish brown with tenses of dark gray, silty, fine gravelly, fine to medium SAND, moist. With 10-20% refuse, by volume. non - compressible: Glass (with some Intact bottles), steel. — bum slag, brick, ceramic. wire, burnt wood. 4-oz. glass jar with congealed white substance. White fiberglass( ?) fibers around steel - tank. _ (BURN FILL) 12— 15— Test pit terminated at 11 feet. No caving. No ground water seepage observed during excavation. o S-1 O s -3 8 S -2 S -4 OTHER TESTS OS-5 17 GS 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. cc 0 SKETCH OF EAST SIDE OF PIT HORIZONTAL DISTANCE (feet) (9 0 3 8 9 12 r< w 15 0 0 3 6 9 12 15 HWAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON LOG OF TEST PIT TP- 5 PAGE: 1 of 1 PROJECT NO.: 2003 -008 FIGURE: A -43 771118 2003008.GPJ 5(5108 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see MINN aleog /4ueA sAeMly - wooeMX EXCAVATION COMPANY: King County SWD EXCAVATING EQUIPMENT: Hitachi 330 Trackhoe SURFACE ELEVATION: 284 * Feet LOCATION: See Site & Exploration Plan, Figure 2 DATE COMPLETED: 2122107 LOGGED BY: B. Thurber & P. Pearson 5— 10— 15— 20— 25 — 0 co USCS SOIL CLASS. DESCRIPTION SP i.,1.ti • 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, 1 fine to medium SAND, moist. Scattered glass, <1 % by volume. (FILL) Medium dense, rust - mottled gray and yellow brown, silty, l+ ifine to coarse gravelly, fine to medium SAND, moist. I (WEATHERED DRIFT) J Dense, olive brown, silty, fine to medium SAND, moist. (ADVANCE OUTWASH) At approx. 13 feet becomes clean, wet. w J cc - z w z o tr z O 2U O 0 0 O s -1 1I p s -2 O S -3 19 15 GS Test pit terminated at 21 feet. Perched ground water at approximately 13 to 15 feet below ground surface. No caving. NOTE: For a proper understanding of the nature of subsurface conditions, this exploration tog should be read in conjunction with the text of the geotechnicai 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. v 5 SKETCH OF EAST SIDE OF PIT HORIZONTAL DISTANCE (feet) 10 15 20 25 1 o V , • tl p • 4r a 5 ° o • —, r---' t 0 5 10 15 20 25 1 HWAGEOScIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON LOG OF TEST PIT TP- 6 PAGE: 1 of 1 PROJECT NO.: 20 03 -008 FIGURE: A -44 1P1T25'2003008.0PJ 8/5!08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www. aleos AluaA sAemie - woo.eMx EXCAVATION COMPANY: King County SWD EXCAVATING EQUIPMENT: Hitachi 330 Trackhoa SURFACE ELEVATION: 294 * Feet LOCATION: See Site & Exploration Plan, Figure 2 DATE COMPLETED: 2122/07 LOGGED BY: 8. Thurber & P. Pearson O 0 5 10 15 0 fn USCS SOIL CLASS DESCRIPTION 20 — Test pit terminated at 16 feet. Perched ground water at 8 feet. No caving. 0 31 O s -2 O S -3 ce 2U 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. GROUNDWATER 0 SKETCH OF SOUTH SIDE OF PIT HORIZONTAL DISTANCE (feet) 5 10 15 20 ., 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: steal (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. - - _._, • r• :• SM - :. SP SM Verydense, 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 8 feet. No caving. 0 31 O s -2 O S -3 ce 2U 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. GROUNDWATER 0 SKETCH OF SOUTH SIDE OF PIT HORIZONTAL DISTANCE (feet) 5 10 15 20 ., a • e c 1 4 • 1, 11 • ({ \ S' • as • 5 10 5 0 HW.AGEOSCIENCES INC. TPIT20 2003008.GPJ 86108 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON LOG OF TEST PIT TP- 7 PAGE: 1 of 1 PROJECT NO.: 2003-008 FIGURE: A-45 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 • J O 0— 5— 10— 15— 20— USCS SOIL CLASS. DESCRIPTION SP SM SM 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. SP SM Very dense, olive brown, slightly silty, fine to medium SAND, moist. Scattered gravel. (ADVANCE OUTWASH) Teat 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. O s -1 0 S-2 O 8-3 15 pH 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 geotechnlcal report. This log of subsurface conditions applies only at the spedfied location and on the date Indicated and therefore may not necessarily be Indicative of other times and /or locations. 0 SKETCH OF SW SIDE OF PIT HORIZONTAL DISTANCE (feat) 5 10 15 20 • o .• • J u • ♦ . e - \, • - 0 5 10 15 20 gal HWAGE0SCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON TPIT20 2003008.GPJ 815108 LOG OF TEST PIT TP- 8 PAGE: 1 of 1 PROJECT NO.: 2003 -008 FIGURE A -46 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 ± Feat LOCATION: See Site & Exploration Plan, Figure 2 DATE COMPLETED: 2/23/07 LOGGED BY: B. Thurber & P. Pearson 1 0 CO 0 USCS SOIL CLASS DESCRIPTION 5— 10 — -1 15 20 — SM SP SM SP Loose, brown, silty, fine to medium SAND, moist. (FILL) 'Medium dense, grayish brown, silty, fine gravelly, fine to r medium SAND, moist. r . 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) Test pit terminated at 11 feet. No ground water seepage observed during excavation. No caving. w w o' w co to Z ce g a. . w w co o U 0 O 0 s -1 OS -2 14 GS O 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 necessaril be Indicative of other times and /or locations. SKETCH OF EAST SIDE OF PIT HORIZONTAL DISTANCE (root) 10 15 20 0 0 5 10- 15 20 1 HWAGE0SCIENCES INC. TP1720 2003008.GPJ 8/5/08 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON LOG OF TEST PIT TP- 9 PAGE: 1 or 1 PROJECT NO.: 2003-008 FIGURE: A-47 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 SY: B. Thurber & P. Pearson 0 0 V) 0 5— 10 15-' 20— 25— 8 2 8 DESCRIPTION Test pit terminated at 23 feet. Minor ground water seepage at 2.5 feet. No caving. w SAMPLE NUMBER 0 S-1 0 5 -2 0 S -3 C s-4 O S -6 w w U 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 0 SKETCH OF EAST SIDE OF PIT HORIZONTAL DISTANCE (feet) 10 15 20 25 Sp SM Loose, dark brown, organic, silty SAND, moist. (TOPSOIL) Loose, olive brown, gravelly,.slightiy 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) '• +:`• ;++ +.: ;•; �$: :$ . +,�.� ;.;.�: o•.•e• +; 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: 2/23107 LOGGED BY: B. Thurber & P. Pearson 0 0 5 10 15 20 25 0 U J 0 8 DESCRIPTION - - - _ — _ SM Loose, dark brown, silty, gravelly, fine to medium SAND, :. moist. With 10° %a 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) ,444 ;• ;•;•. >••• - +I,4 - >`eo:. V. - ,... — p. ❖ WI _. N.: •! V. Interbedded gray, silty SAND, moist, and black REFUSE (approx. 50% by volume): Plastic bags, glass and plastic bottles, partly decomposed lumber, paper. Petroluem odor fros test pit he in refuse. Decomposable refuse (FILL with REFUSE) :. SP • Dense, gray, clean to slightly silty, fine to medium SAND, moist. (ADVANCE OUTWASH) 0 0 0 S -1 S -2 S -3 0 S -4 z OTHER TESTS GROUNDWATER L1 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. 0 5 SKETCH OF NORTH SIDE OF PIT HORIZONTAL DISTANCE (feet) 10 15 20 25 0 10 15 20 25 1 HWAGEOSCIENCES INC. TPIT26 2033008.CPJ 816108 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 • JJ , A 4 h , a J , , - — --�` r: I , '� 4 1 J 1h(1, 1)' ` t. • - 'f. 0 10 15 20 25 1 HWAGEOSCIENCES INC. TPIT26 2033008.CPJ 816108 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 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale EXCAVATION COMPANY: King County $WD EXCAVATING EQUIPMENT: Hitachi 330 Trackhoe SURFACE ELEVATION: 242 3 Feet LOCATION: See Site & Exploration Plan. Figure 2 DATE COMPLETED: 2/23/07 LOGGED BY: B. Thurber & P. Pearson 30— 35— 40— 45 — 50 — J 0 USCS SOIL CLASS. DESCRIPTION :I I Test pit terminated at 26 feet (uphill side). No caving. No ground water seepage observed during excavation. O S_5 i- 0 0 Z et 2U O 0 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. 5 SKETCH OF NORTH SIDE OF PIT HORIZONTAL DISTANCE (feet) 10 15 20 25 a 25 30 35 40 45. 50 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 8/5/08 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) 60 50 40 30 20 10 0 LIQUID LIMIT (LL) SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION % MC LL PL CL CH ® 8 -215 S -2 10.0 - 11.5 (CL) Olive gray, lean CLAY with sand 28 35 20 15 M 8 -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 3 -5 15.0 - 16.5 (CL) Olive gray, lean CLAY 23 31 22 9 LS B -221 S -4 10.0 - 11.5 (ML) Olive gray, SILT 24 e 23 7 A ML MH CL -ML o ® ) 20 40 60 80 100 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 M 8 -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 3 -5 15.0 - 16.5 (CL) Olive gray, lean CLAY 23 31 22 9 LS B -221 S -4 10.0 - 11.5 (ML) Olive gray, SILT 24 30 23 7 gal HWAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON LIQUID LIMIT, PLASTIC LIMIT AND PLASTICITY INDEX OF SOILS METHOD ASTM D4318 PROJECT NO.: 2003 -008 FIGURE: B-1 HWAATTB 2003008.GPJ 7/25108 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www. epos A4uaA sAeMiy - woo•emx 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 0 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 8 -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 0 5 ®e ML e 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 0 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 8 -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 H1NAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON LIQUID LIMIT, PLASTIC LIMIT AND PLASTICITY INDEX OF SOILS METHOD ASTM D431.8 PROJECT NO.: 2003-008 FIGURE' B-2 HWAATTB 200300B: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 ' Fine Coarse I Medium ( Fine U.S. STANDARD SIEVE SIZES 3/4" 3" 1-1/2" 518" 318" #4 #10 #20 #40 #60 #100 #200 I 100 1 11 I I 1 80 t 4 70 60 50 40 30 20 10 0 T 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 02487 Group Symbol and Name % MC LL PL PI Gravel Sand Fines ® B -201 S -4 10.0 - 11.5 (SM) Brown, silty SAND 21 0.0 85.5 14.5 M 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 HWA.GEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2003-008 FIGURE: B-3 MWAGRSZ 2803006 -GPJ 7!28/08 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 1 SAND 1 1 SILT CLAY Coarse I Fine Coarse I Medium Fine U.S. STANDARD SIEVE SIZES 3/4" 1 -1/2" ; 5/8" 3/8" #4 #10 #20 #40 #60 #100 #200 GRAIN SIZE IN MILLIMETERS SYMBOL SAMPLE 1 CLASSIFICATION OF SOIL -ASTM D2487 Group Symbol and Name 1 1 I PL 1 Gravel /o Sand la Fines' /o ® B -202 S -9 35 ;0 - 36.0 (SP -SM) Gray, poorly graded SAND with silt 1 1 1 0.0 91.8 8.2 ® B -203 S -6 20.0 - 21.5 (SM) Olive gray, silty SAND 14 0.0 71.2 � 1 A B -203 S -12 1 I (SP -SM) Gray, poorly graded SAND with silt 1 1 1 1 1 I 1 1 0.0 88.7 11.3 1 1 1 t I 1 1 1 I 1 1 1 1 .1 1 11 11 1 1 1 I 1. 1 I 1 I 1 1 1 I 1 1 1 1 1 1 1 1 1 1 -1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 I 1 I 1 1 1 I 1 I I 1 1 111 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 I 1 \INits,,_ 14 1 I 11 I I 1 I I I I 1 I 1 1 i 1 I 1 1 11 11 1 1 I 1 I 1 1 I 1 1 1 1 1 1 11 1 1 1 1 1 t 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 -I 11 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 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 P1 Gravel /o Sand la Fines' /o ® B -202 S -9 35 ;0 - 36.0 (SP -SM) Gray, poorly graded SAND with silt 17 0.0 91.8 8.2 ® 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 silt 7 0.0 88.7 11.3 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-4 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 I 1 I 90 1 II I� 80 I f 1 GRAVEL SAMPLE DEPTH (ft) SAND % MC LL SILT CLAY Coarse 1 Fine _ Coarse I Medium ( Fine U.S. STANDARD SIEVE SIZES 3/4" 3" 1 -1 /2" • 5/8" 3/8" #4 #10 #20 #40 #60 #100 #200 1 1 1 1 1 1 1 1 1 70 60 50 40 30 20 10 0 i I 1I I I1 I 1 1 1 1 ( 1 1I I 1I I 1I 1 1I 1 11 1 11 1 II I I I 1 1 I f 1 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 Sand Fio es /u ® B -204 S -2 10.0 - 11.5 (SM) Olive gray, silty SAND 9 14.5 56.1 29:5 M 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 HWAGEOSCIENCES INC. HWAGRSZ 2003008.GPJ 725!08 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2003.008 FIGURE: B-55 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 SAND 1 1 SILT CLAY Coarse 1 Fine Coarse J Medium 1 Fine U.S. STANDARD SIEVE SIZES 3" 1 -1/2" 3/45/8" 318" #4 1110 #20 #40 #60 #100 100 90 80 70 80 50 40 30 20 10 0 #200 GRAIN SIZE IN MILLIMETERS SYMBOL SAMPLE I CLASSIFICATION OF SOIL- ASTM :D2487 Group Symbol and Name 1 1 LL 1 PI �. Sand /o Fines /o ® I S -3 I (GM) Olive gray, silty GRAVEL with sand 1 1 1 41.3 35.3 23.4 ® B =206 5 -5 15.0 -16.5 (SM) Brown, silly SAND 17 0.0 79.8 20.2 1 1 i B -206 1 1 1 30.0 - 31.5 1 1 1 14 t 7.6 I 63.5 I 1 I I I I I 1 I 1 1 I 1'f II 1 1 a I 1 1 I I I I H 1 1 I .I 1 1 f i 1 1 1 1 r 1 I I f r l l I I I I 1 I 4, i 1 1 1 1 l 1 I 1 1 I III 1 I 1 11 1 1 I I I 1 1 I I 1 I I I � I 1 I 1 1 1 I I 1 f I I I 1 I I 1 1 1 I 1/ 1 1 I 1 f 1 1 1 1 I 1 1 1 1 I I 1 1 I I I I t I I I I I 1 I I 1 I I 1 I I I -i 1 4 t 11 I 1 1 + I I I I t I I I. I 1 1 11 1 1 1 1 i 1 I I I 1 I 1 I I 1 I t f I 1 I I 1 1 t 50 10 5 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 /a Sand /o Fines /o ® B -205 S -3 15.0 -16.0 (GM) Olive gray, silty GRAVEL with sand 6 41.3 35.3 23.4 ® B =206 5 -5 15.0 -16.5 (SM) Brown, silly SAND 17 0.0 79.8 20.2 A B -206 S -8 30.0 - 31.5 (ML) Gray, sandy SILT 14 7.6 29.0 63.5 05 1 HtWAGEOSCIENCES 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-6 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www oleos AweA sAennly - woo-eMx PERCENT FINER BY WEIGHT GRAVEL SAMPLE DEPTH (ft) SAND I I ! SILT CLAY Coarse I Fine Coarse I Medium 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 05 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 I I ! f PL PI Gravel Sand Fines 0 8 -212 S -8 I 1 I I t 0.0 87.9 12.1 in 8 -213 S -4 10.0 - 11.5 (SM) Gray, silty SAND 14 0.0 84.2 15.8 ® 8 -214 t• 1 I 20.0 - 21.5 (SP -SM) Light yellowish brown, poorly graded SAND with silt 10 0.0 88.6 11.4 ! ! J 1 1 1 1 1 1 1 I 1 1 I 1 1 \I\ 1 ! 1 1 1 I 1 1 1 I 1 I I I I I I I I 1 I 1 I 11 1 I i I 1 I I 1 I ! I I I I 1 I I 1 1 1 1 1 I I I 4 I 1 I 1 1 1 1 1 1 I I 1 1 1 1 I I 1 I I 1 t 1 1 I I I 1 1 1 1 1 1 I 1 1 1 1 1 l 1 1 I I I 1 50 10 5 05 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 Sand Fines 0 8 -212 S -8 30.0 - 31.5 (SP -SM) Light yellowish brown, poorly graded SAND with silt 10 0.0 87.9 12.1 in 8 -213 S -4 10.0 - 11.5 (SM) Gray, silty SAND 14 0.0 84.2 15.8 ® 8 -214 S -6 20.0 - 21.5 (SP -SM) Light yellowish brown, poorly graded SAND with silt 10 0.0 88.6 11.4 HWAGEOSCLENCES 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 200300&GPJ 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 I I SAND I I SILT CLAY Coarse 1 Fine Coarse J. 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 GRAIN SIZE IN MILLIMETERS SYMBOL SAMPLE I I CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name I I I I I PL 1 1 II Gravel Sand /o ® 0 B -216 1 I 5.0 - 6.5 1 1 1 I • 1 1 1 32.7 48.5 , 18.8 M B -216 S -8 40.0 - 41.5 (SM) Light yellowish brown, silty SAND 11 0 0.0 I I I 13.3 ! I I I I I S -1 I (SM) Olive brown, silty SAND with gravel 12 I 1 52.0 1 1 1 1 I I 1 I I 1 1 I I 1 1 1 11 t 1 { I I I 1 t I t I 1 ! 11 I 1 1 1 1 1 1 I 1 I I t . 1 1 1 11 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 •I 1 1 1 1 1 1 1 11 I I 1 1 11 1 1 ! 1 1 1 1 1 t 1 1 I 1 1 1 1 1 1 1 1 1 1 .1 1 I 1 1 1 1 1 1 1 1- 1 1 1 1 1 1 1 1 I 1 1 I I I 1 I 1 1 1 1 1 1 1 1 I I I I I 1 1 I I I I I I I I I I 1 1 1 1 1 I I 1 1 1 I 1 I 1 L I I 1 . I 1 1. 1 I . 1 I 1 1 I I 1 1 1 1 I I 1 50 10 5 1 0 5 0 1 0.05 0.01 0.005 0.001 0.0t GRAIN SIZE IN MILLIMETERS SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name % MC LL PL PI Gravel Sand /o Fines /e , 0 B -216 S -1 5.0 - 6.5 (SM) Dark brown, silty SAND with gravel 9 32.7 48.5 , 18.8 M B -216 S -8 40.0 - 41.5 (SM) Light yellowish brown, silty SAND 11 0.0 86.7 13.3 B-217 S -1 5.0 - 6.5 (SM) Olive brown, silty SAND with gravel 12 15.1 52.0 32.9 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 -8 HWAGRSZ 2003008.GPJ 7125108 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www. epos A}uaA sAem - woo.ennx PERCENT FINER BY WEIGHT GRAVEL SAMPLE DEPTH (ft) SAND % MC SILT CLAY Coarse I Fine Sand !fl _ Coarse I Medium Fine U.S. STANDARD SIEVE SIZES 3/4" 3" 1-1/2" 5/8" 3/8" #4 #10 #20 #40 #60 #100 #200 100 90 80 70 60 50 40 30 20 10 0 1 1 1 1 4- 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 !fl Fines ® 8 -217 S -9 45.0 - 46.5 (SM) Light grayish brown, silty SAND 17 0.0 82.1 17.9 IS 8 -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 1 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 -9 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 ,�,. ,,r Tr SAND % MC I SILT CLAY Coarse I Fine i _ Coarse Medium ! Fine U.S. STANDARD SIEVE SIZES 3/4" • c,o„ i +0 #ao 4t601ao II .- IIIC. ,�,. ,,r Tr CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name % MC I PL I I Sand lo• i ® B -220 I (SM) Dark brown, silty SAND with gravel i i i ! 16.2 i- I 28.7 III B -220 S -15 65.0 - 66.5 (SP -SM) Olive gray, poorly graded SAND with silt 12 0.0 92.2 7.8 A I S -1 I (SM) Dark grayish brown, silly SAND with gravel 9 30.8 50.3 18.9. t 1 1 f4I I 1 I 1 1 1 I 1 1 1 I 1 \ 1 1 1 1 1 it 1" I I I 1 I 1 I 1. 1 1 ! I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 I 1 1 1 1 I 1 I I I 1 I 1 I I I 1 I I 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 I 1 1 I I I I I I I 1 I 1 1 1 I 1 1 1 I I I I I 1 I 1 I I 1 I 1 1 I 1 1 I I 1 1! I 1 1 1 1 1 .1 50 10 5 1 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 /o Sand lo• Fines % . ® B -220 S -2 5.0 - 6.5 (SM) Dark brown, silty SAND with gravel 14 16.2 55.1 28.7 III B -220 S -15 65.0 - 66.5 (SP -SM) Olive gray, poorly graded SAND with silt 12 0.0 92.2 7.8 A 8-221 S -1 2.5 - 4.0 (SM) Dark grayish brown, silly SAND with gravel 9 30.8 50.3 18.9. 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-10 HWAGRSZ 2003008.GPJ 7126108 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale PERCENT FINER BY WEIGHT GRAVEL ® DEPTH (ft) SAND 1 1 I SILT CLAY Coarse I Fine Coarse Medium 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 1 • ® DEPTH (ft) CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name 1 1 I LL T I II II 1 Gravel 1 1 1 Fines • B -221 1 I 40.0 - 41.5 (SM) Olive gray, silty SAND 12 I 1 1 1 I 1 1 I I 81.6 18.4 ® B -221 S -14 60.0 - 61.5 (SM) Olive gray, silty SAND 8 0.0 85.9 14.1 A I 1 S -1 1 1 1 1 1 I .1 13 I 1 13.7 1 I 26.1 t 1 1 1 1 I 1 1 1 1 1 11 1 1 I 1 1 1 I I 1 I 1 1 I I I I 1 t 1 1 11 11 1 1 1 I I 1 1 f I I 1 1 I I 1 I 1 I I 1 1 II 1 1 1 1 1 _..1 1 I 11 I 1 1 I I 1 1 1 1 I 1 1 1 1 1 1 1 I 1 1 1 1 1 I 1 1 1 1 1 1 1 I 1 1 1 1 1 1 I 1 1 I I I 1 I 1 1 11 11 111 I 1 1 I 1 1 1 I I I 1 1 I I 1 1 1 1 1 I I 1 1 I I I 11 11 11 I 1 I 1 1 1 I 1 1 I I 1- 1 1 1 1 1 I 1 I- 1 I 1 1 1 11 1 1 1 I 1 1 1 1 I 1 1 I 1 1 1 1 1 1 I 1 I I 1 50 10 5 1 0 5 0 1 0.05 0.01 0.005 0.001 (1 .nn GRAIN SIZE IN MILLIMETERS SYMBOL SAMPLE DEPTH (ft) 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 ® B -221 S -14 60.0 - 61.5 (SM) Olive gray, silty SAND 8 0.0 85.9 14.1 A B -222 S -1 2.5 - 4.0 (SM) Olive gray, silty SAND 13 13.7 60.2 26.1 HWAGEOSQENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2003-008 FIGURE: B-1 HWAGRSZ 2003008.GPJ 7125108 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 1 Medium I Fine U.S. STANDARD SIEVE SIZES 3/4" 3" 1- /2" ; 5/8" 3/8" #4 #10 #20 #40 #80 #100 #200 GRAIN SIZE IN MILLIMETERS SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name % MC LL 00 pi Gravel Sand I I B =222 I 40.0 - 41.5 11 18 0.0 I 35.7 1 I S -9 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 90 I 0.0 1 1 9.9 1 1 1 1 1 1 I 11 1 1 1 1 1 I I I I 1 I 1 80 f 1 l 1 1 1 1 1 1 I 1 1 1 1 1 70 1 4 I 1 1 1 1- 1 `n 1 1 1 1 1 1 1 I .1 I I 1 1 1 1 1 1 1 60 I 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 50 1 1 1 1 1 1 1 1 1 1 1 I 1 1 11 11 1 1 1 1 1 40 1 1 1 3o 1 1 1 1 1 1 1 1 1 "1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 20 1 1 1 t 1 1 1 1 I ( I I 1 1 1 1 1 1 1 1 I I 1 1 I 1 1 10 1 1 t 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 0, 1 1 1 1 1 . 1 1 1 1 I 50 10 5 1 0 :5 0 1 0:05 0.n1 n nns n nni n nr 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 B =222 S -10 40.0 - 41.5 (SM) Olive brown, silly SAND 18 0.0 64.3 35.7 ® 8-223 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 HW.AGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2003-008 FIGURE: 6-12 HWAGRSZ 2003008:GPJ 7125108 VM 4o a6uegox.3 sJaplin8 0; Papinad Inc. For usage Conditions Agreement see www epos /4uaA sAeMly - W00'ennx PERCENT FINER BY WEIGHT GRAVEL SAMPLE 1 f SAND % MC 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 60 50 40 30 20 10 0 #200 • ' '11 lil SAMPLE 1 f CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name % MC LL \ i I I I Sand Fines ® B -225 S-8 1 (SM) Grayish brown, silty SAND 9 4 0.0 87.1 12.9 ® 8-226 S -4 10.0 - 11.5 (SP -SM) Olive gray, poorly graded SAND with silt 7 0.8 91.6 7.6 ® 1 I 1 S -3 I 1 1 1 1 I 1 1 13 31.9 r 1 23.7 I 1 I 1 1 1 I 1 1 F 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 I 1 1 1 I 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 �. , 1 1 1 1 1 �1 1 1. 1 1 1 1 1 1 1 q 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 Sand Fines ® B -225 S-8 22.5 - 24.0 (SM) Grayish brown, silty SAND 9 0.0 87.1 12.9 ® 8-226 S -4 10.0 - 11.5 (SP -SM) Olive gray, poorly graded SAND with silt 7 0.8 91.6 7.6 ® 8-229 S -3 15.0 - 16.5 (SM) Brown, silty SAND with gravel 13 31.9 44.5 23.7 1 I1.WAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2003 -OO8 FIGURE: B-13 HWAGRSZ 2003008.GPJ N25108 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 1 1 1 1 SAND % MC I 1 1 SILT CLAY Coarse I Fine Coarse I Medium { Fine U.S. STANDARD SIEVE SIZES 3/4" 3" 1 -1/2" ; 5/8" 3/8" #4 #10 #20 #40 #60 #100 #200 001 90 SAMPLE 1 1 1 1 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name % MC I 1 1 PL I� 1 !� .. 1 1 Sand 1 1 ® B -230 S -1 I 1 1 (SM) Brown, silty SAND with gravel 1 1 1 1 1 1 1 1 1 1 1 1 52.4 33:4 ® B -230 S -5 15.0 -16.5 (SM) Brown, silty SAND with gravel 16 22.7 49.3 80 A B -231 1 1 1 3.0 - 4.5 tI I II 11 1 9.1 31.4 1 I I 1 t I I I 1 I. I 70 1 1 1 1 1 1 1 I 1 1 1 1 I 1 I I I I 1 I I I 60 I 1 1 11 1 1 1 1 1 1 1 I. I 1 t I I I I 1 I j I 50 40 I I 11 11 1 I I I I 1 I I I I I I 1 I II 1 I 11 I 1 I I I I I I 30 I I I I 11 I I I I I I I 1 1 I 1 ! I I 1 I 1 20 I 1 1 I I I 1 i I 1 1 I I 1 1 I I 1 I I I I T I 10 I I t t 1 11 1 1 t 1 I, I I 1 1 I I 1. 1 1 1 1 1 I I 1 1 1 I I 1 I I I 0 1 1 1 I I I 1 1 I I 1. __ ,1 I I _ I I 1 1 t L I 1 1 I I 1 1 I _L 10 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 -230 S -1 2.5 - 4.0 (SM) Brown, silty SAND with gravel 16 14.3 52.4 33:4 ® 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 gai FIWAGEOSCIENCES 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-14 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www. aleog A4uaA s/eMly - Woo.eMx PERCENT FINER BY WEIGHT GRAVEL SAMPLE DEPTH (ft) SAND % MC LL PL Coarse 1 Fine Coarse 1 Medium Fine SILT CLAY U.S. STANDARD SIEVE SIZES 3/4" 3" 1 -112" i 5(8" 3/8" #4 #10 #20 #40 #60 #100 100 1 0 4' 90 80 70 60 50 40 30 20 10 0 1 1 #200 ti \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 /o 0 B -232 S -2 7.0 - 8.5 (ML) Dark olive gray, sandy SILT 20 14.2 31.4 54.4 ® B -232 S -8 37.0 - 38.5 (SM) Yellowish brown, silty SAND 13 0.0 82.9 17.1 A B -233 S -3 12.5 - 14.0 (SM) Gray, silty SAND with gravel 13 20.8 40.1 39.3 HWAGEOSCIENCES INC. HWAGRSZ 2003008.GPJ 7!25108 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO. 2003-008 FIGURE: B -1 5 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 SAND q SILT CLAY Coarse I Fine Coarse 1 Medium 1 Fine U.S. STANDARD SIEVE SIZES 3/4" 3" 1 -1/2" ; 5/8" 3/8" #4 #10 #20 #40 #60 #100 #200 100 90 80 70 60 50 40 30 20 10 0 1 SAMPLE i 1 1 �II q LL 1 PI Sand % Fines /n 1 I 8 -233 1 1 I 1 i I I. 20 17.5 52.2 30.3 Si B -233 S -9 42.5 - 44.0 (SM) Light brown, silty SAND 10 I 1.0 i p , I S -5 15.0 - 16.5 (SM) Brown; silty SAND with gravel 14 1 I ! 20.0 111111 , , , IfiUL___Ii. , , I 1 I 1 I I 1! 1 I I I 1 I 1 I ' I 1 I I I I 1 I I I I I I I I I I I I I I 't I I I I I t I I I I t t I t ! I I t 1 I I I I 11 I I I I I 1 I i I I I I I I I I I I' I I I 1 I t I I I I it 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 % Fines /n ® 8 -233 S-5 22.5 - 24.0 (SM) Olive brown, silty SAND with gravel (4.8% organics) 20 17.5 52.2 30.3 Si 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 7/25/08 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www aleOs �}uaA SAeMIV - woo.eMx PERCENT FINER BY WEIGHT GRAVEL SAMPLE DEPTH (ft) SAND % MC LL I SILT CLAY Coarse I Fine Coarse Medium 1 Fine 1 3'1 100 90 80 70 60 50 40 30 20 10 0 1 -1/2" U.S. STANDARD SIEVE SIZES 3/4" • 518" 3/8" #4 #10 #20 #40 #60 #100 #200 1 J S 1 1 1 1 I I II I I II 4 1 4 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 In Sand to Fines /o ® B -234 S -10 35.0 - 36.5 (SM) Gray, silty SAND 11 0.0 86.9 13.1 M 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 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 -17 HWAGRSZ 2003008.GPJ 7!26108 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 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 00, 90 SAMPLE DEPTH (ft) I % MC LL ; I PI ! I Sand ` i B -236 S -3 5.0 - 6.5 I I 1 16 1 I I 1 I I I I I I 1 17.2 II! 8-238 S -5 8.5 - 10.0 (SM) Brown, silly SAND 21 6.9 50.4 42.7 80 B -237 S -4 I I I I} (SM) Olive brown, silty SAND 1 1! 1! I I I 1 I I. I 10.6 48.5 •40.8 t I 'I I I I I I I I I 1 I I 1 70 I 1 4 I I II I I 1 1 1 1 I I 1 1 1 I I 1 1 I 1 I I 1 80 I 1 J I I I I J 1 I I 1 1 I 1 I I 1 I 1 1 1 1 1 1 1 I 50 I I I 11 11 I I I 1 I I I I 1 I 1 I I I I 40 I I I I I 1 I I I I 30 I I I I I I II I I 1 1 I I ( I 1 I I l I I I 20 I I I I I I I I I I I 1 I I I I I I I I I I I I 10 I 1 J I I I I 4 1 1 1 1 1 1 4 1 I I I I I I I I I I I I 1 0 I 1 1 11 11 I I I 1 I. I I 1 -1 I I I I I L I I I_ 1 I 1 1 1 I 50 10 5 1 05 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 Sand Fines ® B -236 S -3 5.0 - 6.5 (SM) Dark brown, silty SAND with gravel 16 36.1 46.7 17.2 II! 8-238 S -5 8.5 - 10.0 (SM) Brown, silly SAND 21 6.9 50.4 42.7 ® B -237 S -4 7.5 - 9.0 (SM) Olive brown, silty SAND 12 10.6 48.5 •40.8 HWAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2003-008 HWAGRSZ 2003008.GPJ 7125Po8 FIGURE: B -1.8 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www aieog A}u8A sAemIV - woo'eMx PERCENT FINER BY WEIGHT GRAVEL SAMPLE DEPTH (ft) SAND I I LL SILT CLAY Coarse I Fine Coarse Medium I Fine U.S. STANDARD SIEVE SIZES 34" 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 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 I I LL PL I Gravel % Sand /a Fines. A, ® B -238 S -3 5.0 - 6.5 (SM) Grayish brown, silty SAND 8 I 1.5 83.1 15.3 111 B -238 S -6 12.5 - 13.5 (SM) Reddish brown, silty SAND 7 10.8 1 I 12.8 I I t I S -6 I (SM) Brown, silty SAND 10 t I I 1 80.1 I I f I I I 1 I I I I I I I I t I I I I 1 1 t I I t 1 I I I I I l I I I I I I I I I I I I I I I l I I I f I I I I I I I I I I I 1 I 111 I 11 I I I I 11 I I I I 1 I I 1 I 1 I I I I 1 I I 1 f I I I I I I I 1 I I I I I I I 1 I 1 I I I t I I I r I r I I \I I I I I I I I I I I I I I I ■ I INit` 1 I I I I I I I I I I- - I L I I_ I 1 I _ 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 % Sand /a Fines. A, ® B -238 S -3 5.0 - 6.5 (SM) Grayish brown, silty SAND 8 1.5 83.1 15.3 111 B -238 S -6 12.5 - 13.5 (SM) Reddish brown, silty SAND 7 10.8 76.4 12.8 A B -239 S -6 12.5 - 14.0 (SM) Brown, silty SAND 10 0.0 80.1 19.7 HWAGEOSCIENCES INC. HWAGRSZ 2003008.OPJ 7!25108 BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2003-008 FIGURE: B -19 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale PERCENT FINER BY WEIGHT GRAVEL SAMPLE 1 t I SAND 1 1 1 I I SILT CLAY Coarse ( 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 #100 100 90 80 70 60 50 40 30 20 10 0 #200 1 SAMPLE 1 t I CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name 1 1 1 I I PL I I Gravel - Fines % . I I I 8 -240 . I. I I 2.5 - 3.0 , I I I I I I I T I I 30.8 51.8 17.5 ® B -240 S -5 10.0 - 11.5 (SM) Light olive brown, silty SAND wtih gravel 9 31.7 32.3 I A I I ": I 5.0 - 6.0 II�-�, I 13 1j 10.7 I 56.0 I I I I -! i I I i I I I I I \ I 1 �I 1 1 1 I I I 1 1 1 I I I I I I 1 I L I i 1 I 1 I I. I I t I I 1 1 1 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 1 I I I 1 • I I I I 1 1 I I I • 1 I I I i I I I I • I I I I • I I I I I I I -I t I I • • t I I I I I I, I I t I I t 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 `P I I I I I I I I I 1 I 1. _ I I_ I L I I I I I I_ 50 s n 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 % Fines % 9 8 -240 S -2 2.5 - 3.0 (SM) Reddish brown, silty SAND wtih gravel 6 30.8 51.8 17.5 ® B -240 S -5 10.0 - 11.5 (SM) Light olive brown, silty SAND wtih gravel 9 31.7 32.3 36.0 A B-241 S -3 5.0 - 6.0 (ML) Grayish brown, sandy SILT 13 10.7 33.4 56.0 5 HINAGEOSC[ENCES 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 SILT CLAY Coarse I Fine _ Coarse Medium 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 tLJL I F II I II I al I rt I II I II I i t t 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 (ft) CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name % MC LL PL PI Gravel San d Fine s C B -242 S -2 2.5 - 3.5 (SM) Grayish brown, silty SAND with gravel 12 29.7 43.6 26.6 0 B -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 1 HWAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2003-008 FIGURE: B-2 HWAGRSZ 2003008.13PJ 7125108 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 I Medium Fine 3" U.S. STANDARD SIEVE SIZES 3/4" 1 -1/2" ; 5/8" 3/8" #4 #10 #20 #40 #60 #100 #200 00. 90 SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL- ASTM 02487 Group Symbol and Name % MC LL 1 I I PI 1 1 11 ; I Fines I 1 8 -245 S -3 5.0 - 6.5 "P 1 21 1 t 81.2 ® B -246 S -2 2.5 - 4.0 (ML) Light yellowish brown, SILT with sand 7 0.0 28.8 71.2 80 8 -246 S -5 10.0 - 11.5 I I I 13 I I I I 1 1 I I I I I f 46.3 53.7 I i t I I I I 1 I I I 70 I I I I I I 1 I I I I I I I I t I I 1 I I I 60 I i I I I I II I t I 1_ I I I I I I 1 I I I I I I I I % I I i 50 I I Ii II I I i I I I i I i I I 40 I II I I I I I I I I I 30 1 I ii I I I I I I T I I I i I I I I I I I 1 1 I 1 I I I I I I f I I I 1 I I I I f I I 1 1 I I- I 10 1 I 1 I 11 I I I I I I I I- 1 I 1 I I 1 I I 0, I 1 1 1 I I t I 1 L I I _I I 1 a I I I I__ _ _ .. 10 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 02487 Group Symbol and Name % MC LL PL PI Gravel Sand Fines 0 8 -245 S -3 5.0 - 6.5 (ML) Yellowish brown, SILT with sand 21 0.0 18.8 81.2 ® B -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 HWAGRSZ 2003008,GPJ 7126108 PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2003 -008 FIGURE: B-22 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 #200 100 90 80 70 60 50 40 30 20 10 0 1 I it I1 I II I II I II I II I 1 1 1 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 /a ® B -247 S -2 2.5 - 3.0 (SM) Dark brown, silty SAND 57 9.1 54.3 36.6 ® 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 HINAGEOSCtENCES 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 2003008.GPJ 7!25(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 (fl) SAND % MC t 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 #100 100 90 80 70 60 50 40 30 20 10 0 #200 50 10 5 0 5 0 1 0.05 GRAIN SIZE IN MILLIMETERS 0.01 0.005 0.001 0.0005 SYMBOL SAMPLE DEPTH (fl) CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name % MC t PL T I I I I Sid # 1 ® BH -2 S -5 I (SM) Olive brown, slily SAND ly 1 1 I I•- I 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 I I I I I (SM) Dark brown, silty SAND with gravel(1.9 % organics) 16 1 i I 27.5 I I I I 21.8 t I I t I I 1 I 1 t if I I I 1 I f f I I I I I I I I 1 I I 1 t f 1 I I I I I I i t 1 1 I I. I 1 I i 1 I [ I i I I 1 I I I I I I II I I I I I I I I I I I i I I I I I 1 1 I 1 1 I I I I i I I I I I t I I 1 I I 1 I 11 I I I I I I I f I I 1 I I I I I I I I I I I II I I I I I I I I I I I I I I I if 1 1. I 1 I f I 1 I 1 1 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 (fl) CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name % MC LL PL PI Gravel Sid 'Fines ® BH -2 S -5 25.0 - 26.5 (SM) Olive brown, slily 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 gravel(1.9 % organics) 16 27.5 50.7 21.8 HWAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2003 -008 FIGURE: B-24 HWAGRSZ 2003008.GPJ 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 LL SILT CLAY Coarse Fine Coarse Medium L Fine U.S. STANDARD SIEVE SIZES 3/4" 3" 1 -112" • 5/8" 318" #4 #10 #20 #40 #60 #100 #200 I` 100 90 80 70 60 50 40 30 20 10 0 r 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 P Y % MC LL PL PI Gravel Sand Fines ® BH -3 S -7 33.0 - 34.5 (SM) Black, silty SAND with gravel(3.5% organics) 25 15.9 63.0 21.1 ® 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. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2003 -008 FIGURE: B-25 HWAGRSZ 2003008.GPJ 1/25108 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale 1 PERCENT FINER BY WEIGHT GRAVEL , -„ DEPTH (ft) SAND .,,v rcv »GU rcVV ftIVV #2011 SILT i CLAY Coarse I Fine Coarse I Medium I Fine U.S. STANDARD SIEVE SIZES 3/4" #1a H40 00� 90 80 , -„ DEPTH (ft) wv .,,v rcv »GU rcVV ftIVV #2011 LL PL PI Imo;. Sand I I I I 1 0 I I I 25.0 - 26.5 (SM) Grayish brown, silty SAND 6 I I 0.0 I 1 I i i I I 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 I I I 1 1 I 1 t I 23.7 '� t I 1 f 1 1 ! 1 t I I I 70 I I I I II I I I I I I 1 ,I 1 I I I I I- 60 1 I I I I I 1 t I I 1 I I I I I 50 I I 1 I II I I I 1 ! 1 1 I I 40 I I I I I I I I I 30 t I I I I I t I 1 I 1 20 I I 1 I I • I I 1 I I! I I I • I I 1 I • I I I I I I 1 I I I I 10 I I I I I I I I I I I I I I I I I 1 I I I 1 I 0 I I I I I I I I I I I I I I I I I I I I 50 10 5 1 0 5 0 1 0.05 n.01 n nns n nnf n nn 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 -5 S -5 25.0 - 26.5 (SM) Grayish brown, silty SAND 6 0.0 85.3 14.7 III 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 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-26 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www aleos AlIJaA sAemiv - woo.en x PERCENT FINER BY WEIGHT GRAVEL SAMPLE DEPTH (ft) SAND % MC LL SILT CLAY Coarse I Fine Coarse J 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" i 5(8" 3/8" #4 #10 #20 #40 #60 #100 #200 I I II I II I 1 1 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 Sand Fines 0 TP- 6 S -3 14.5 - 15.5 (SP -SM) Dark brown, poorly graded SAND with silt 15 0.7 94,1 5.2 M 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 HWAGEOSCIENCES INC. BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON PARTICLE -SIZE ANALYSIS OF SOILS METHOD ASTM D422 PROJECT NO.: 2003-008 FIGURE: B-27 HWAGRSZ 2603008.GPJ 7@5108 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale PERCENT FINER BY WEIGHT GRAVEL r . r r r r SAND % MC I I 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 #100 100 90 80 70 60 50 40 30 20 10 0 #200 i r r r . r r r r CLASSIFICATION OF SOIL- ASTM 02487 Group Symbol and Name % MC I I PL 1 t I I Gravel I I Fines 10.4 I I TP- 9 S -2 5.0 - 6.0 I 14 . I I I I 1 I a 1 I iI 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 E I I• I I I I I J i I I i I i I I I j I I ► I f I L I I I I I I I I I I I I I I 1 1 I I I I L I I ! I I I I II I I I I. I I I I I I I I I I I 1 I I 1 I I I I I I I I I I I I \I___41,_1 I I I I I I I I I �# I I 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 1 I I- I I I I I I I I I I I I I I I I I I_ 50 10 5 1 0 5 0 1 0.05 0.01 0.005 0.001 0:00 GRAIN SIZE IN MILLIMETERS SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION OF SOIL- ASTM 02487 Group Symbol and Name % MC LL PL PI Gravel Sand 89.6 Fines 10.4 ® TP- 9 S -2 5.0 - 6.0 (SP -SM) Yellowish brown, poorly graded SAND with silt 14 0.0 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-28 HWAGREZ 2003008.GPJ 7125108 pH and Resistivity Sample Soil Type pH Minimum Resistivity (ohm -cm) TP -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 Burn Fill 7.7 3,500 B -237, S -4 Burn Fill 5.8 14,000 UZI HWA GEOSCIENCES INC. CORROSION POTENTIAL BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON FicuBNO29 PROJECT NO. 2003 -008 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale 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 B -209, S -4 Fill with Refuse 25.1 5.9 5.9 B -215, S -9 Burn Fill 18.5 8.3 8.35 B -223, S -4 Fill with Refuse 42.9 18.17 18.17 B -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 B -227, S -3 Fill with Refuse 20.7 8.22 8.22 13-227, S -6 Refuse 55.2 40.0 40.0 13-228, S -3 Burn Fill 23.0 5.55 5.55 B -230, S -8 Burn Fill 14.3 3.60 3.60 B -233, S -5 Burn Fill 20.6 4.77 4.77 I 8121 HWA GEOSCIENCES INC. MOISTURE CONTENT ASH AND ORGANIC MATTER BOW LAKE RECYCLING AND TRANSFER STATION TUKWILA, WASHINGTON FIGURE . 30 PROJECT NO. 2003 -008 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale 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:\Permit Center\Extension Letters \Permits\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 --/ M 0 t- 5. D09 -166 03 -09 -12 6. D09 -167 03 -09 -12 7. D11-011 01 -24 -12 oar l n1 1 7— 8. 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 I understand that you may not choose to extend them all at this time, and I will leave that to our discre Ion with the understanding that none of them should expire. Please reply with confirmation. ■). • e) 1 -4 1 Thank you, to /"( 40 LOOJaf CK Humphreys 1' From: "Bill Rambo" <Bill.Rambo @TukwilaWA.gov> A /7 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 /owa/ ?ae= Item& t = IPM.Note &id= RgAAAACLODHcxUig... 12/05/2011 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 -013 BOW LAKE - TIRE WASH 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, Bill Rambo Permit Technician File: Permit File No. D11 -013 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 March 1, 2011 • City of Tukwila • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Jake Smith Shinn Mechanical 18802 80t Av S Kent, WA 98032 RE: Correction Letter #1 Development Permit Application Number D11 -013 Bow Lake — Tire Wash 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, c Bill Rambo Permit Technician encl File No. D11-013 W:\Pennit Center\Correction Letters \2011\D11 -013 Correction Letter #I.DOC 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Tukwila'ttuilding Division' Dave Larson, Senior Plan Examiner Building Division Review Memo Date: January 21, 2011 Project Name: Bow Lake -Tire Wash Vault Permit #: D11 -013 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: Tire Wash Vault @ Bow Lk PERMIT NO: D11-013 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 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. 2) Provide a brief explanation where the Tire Vault drains to, sanitary sewer or storm drain. W:Other /Joanna /D11-013 • • PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D11 -013 < . DATE: 03 -14 -11 PROJECT NAME: BOW LAKE - TIRE WASH VAULT SITE ADDRESS: 18800 ORILLIA RD S Original Plan Submittal X; Response to Correction Letter # • Response to Incomplete Letter # _ After Permit Issued pDEPARTMENTS: If-t1 u li ding'Divis on Pu tic War WIP-11 Fire Prevention Structural n Planning Division n Permit Coordinator ❑I DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete DUE DATE: 03-15 -11 Not Applicable 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 REVIEWER'S IN TIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 04 -12 -11 Not Approved (attach comments) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 • PENT COP • PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D11 -013 DATE: 01 -13 -11 PROJECT NAME: BOW LAKE - TIRE WASH VAULT SITE ADDRESS: 18800 ORILLIA RD S X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DLinon EPA TMEN S:� �` Public Wprks t 6 � �.i1 ti • II Hertil -fire Prevention Structural A o i1 Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete n DUE DATE: 01 -18-11 Not Applicable n 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 [7s1j Structural Review Required n No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 02 -15 -11 Approved Approved with Conditions n Not Approved (attach comments) 171 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: �-I•• Departments issued corrections: Bldg Fire ❑ Ping ❑ PW_— Staff Initials: W4/` Documents /routing slip.doc 2 -28 -02 City of Tukwila 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 SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 3 - 1'. U Plan Check/Permit Number: ,g//, , 7/ 3 ❑ Response to Incomplete Letter # Qr Response to Correction Letter # O ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspecto Project Name: or P ans Examiner v f- c. Ly c_L; »L, I. Project Address: 1$ t 0 0 Z-' Contact Person: Kt'G '''' f-4"t --Fe Summary of Revision: ( le413 5`i -c�2 E 7- UcL41L.14 LIJn4 `811 Phone Number: 42> 209 /Qo2'f r7Li, ►3 T ;Z 1? A-9 DkrzAtr. S I2'U i 5 C.rt ( LJ U 42►G 5 Fevz_ P i Sc.-u S s t sv l- 1 114 9 ter e o U i L_`D a i\) j ►.)SPCc.4-16l\} 11,1 1-4 l y.l FUECENED MAR 14 2011 Pena CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision C r Received at the City of Tukwila Permit Center by: Entered in Permits Plus on H:Wpplications \Forms - Applications On Line\2010 Applications \7.2010 - Revision Subminal.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 L81 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 nses 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 CO 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 $1,000,000.0011 /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 STAI1E FUND DEPARTMENT OF LABOR AND INDUSTRIES PO BOX 44144 Olympia WA 98504-4144 Toll -free: 1. 800.547 -8367 EMPLOYER: This is your official c fic fe of industrial insurance coverage. You are required by law to post 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 • Family Care/Maternity • 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 CCOI < SHINNMJ060QP 11/19/2011 EFFECTIVE DATE 11/17/1994 SHINN MECHANICAL INC 18802 80 TH AVE SOUTH KENT WA 98032 Kinp ou nty • Department of Natural Resources and Parks Solid Waste Division BSW LAKE RE PLANNING APPROVED No changes can be made. to these plans without approval from the Planning Division of D D Approved By: • Date: •. /11•11011111 Ulat rL_4 NS Sri YCLING AND TRANSFER STATION SITE FACILITIES CONTRACT CONTRACT # C00405C09 • Fox Island J �J J Bainbridge Island EUitt Vashon. Island TACOMA a�- Kirkland SEATTLE '.4 „Mercer Slan :\o- ws Redmond. e Bellevue `�— Lake Sammamish Tukwila Renton Issaquah CEDAR HILLS REGIONAL LANDFILL DISPOSAL LOCATION, Cedar • BOW LAKE RECYCLING AND TRANSFER STATION PROJECT LOCATION Aub rn 99 DESIGNED Green Enumclaw LOCATION MAP DRAWN 2 VERIFY SCALE BAR IS ONE INCH ON ANSI "D" DRAWING 0 111111111111111111111111111111111111111 " 1 6/25/10 3/23/10 IKS KRH ADDENDUM NO. 4 IKS KRH ADDENDUM NO. 2 0 1/8/10 REV DATE IKS KRH ISSUED FOR PROPOSAL CHK'D APP'D REVISION DESCRIPTION —5 OFF —RAMP ORILLIA RD S EXISTING BOW LAKE TRANSFER/ RECYCLING STATION PROJECT AREA 4 VICINITY MAP Kind County Department of Natural Resources and Parks Solid Waste Division An SAIC Company SEPARATE PERMIT REQUIRED FOR City of Tukwrfs BUILDING DIVISI • N ohanges shall be Made to the scope of work without prior approval of lIrkwila Building Division. NOTE: Revisions will require a new plan orbited and may include additional plan rrgnw less. R.W. Beck, Inc. 1001 Fourth Avenue, Suite 2500 Seattle, WA 98154 -1004 (206) 695 -4700 'z` E COPY Permit No. Plan review approval is subjsct eff018 and anises. Approval of construction documents does not authorize the viols at any adopted code or ordinance. Receipt o f approved F e dCopy and is aciculate* BY Date o/' e9)// City Of'�� WILDING DIVISION DRAWING INDEX SHEET DESCRIPTION C081 Overall Site Plan C116 Civil Site Plan M102 Mechanical Plan M172 Enlarged Mech. Plan M173 Vault Details KING COUNTY OFFICIALS: \G COUNTY EXECUTIVE DOW CO \STA \TI \E COUNCIL VEMBERS KATHY LAUBERT LARRY PHILLIPS PETE VON REICHBAUER LARRY GOSSETT JA \E HAGUE JULIA PATTERSON BOB FERGUSO\ REAGAN DU\\ JAN DRAGO 613 BOW LAKE RECYCLING AND TRANSFER STATION SITE FACILITIES CONTRACT COVER SHEET, VICINITY, AND LOCATION MAPS ' REVIEWED For CODE COMPLIANCE Ainorwe 1 MAR 18 2011 1)L City ofTukwila BUILDING DIVISION RECEIVED JAN s 01t fit PUBLIC WORKS RECEIVED JAN 13 2011 PERMIT CENTER PROJECT NUMBER: C00405C09 OF: SHT. 1 619 DRAWING NUMBER: GO 1 1 z 0 V I— Co z 0 U 0 U- F- 0 z 1 Co 0 0 C]C A... 0 U- a w CO SECTION 35, TOWNSHIP 23N, RANGE 4E C111 SURFACE WATER SYSTEM EXISTING RETAINING WALL A C082 WATER SYSTEM C099 WASTEWATER SYSTEM C112 SURFACE WATER SYSTEM EXISTING RETAINING WALL F C083 WATER SYSTEM C113 SURFACE WATER SYSTEM GENERAL NOTES 1. THE SITE WATER, WASTEWATER, AND SURFACE WATER SYSTEMS WILL BE CONSTRUCTED IN TWO PHASES -- MILESTONE 2 AND MILESTONE 3 — fi TO PROVIDE; FOR CONTINUOUS OPERATION DURING PROJECT CONSTRUCTION. MILESTONES AS NOTED ON INDIVIDUAL DRAWINGS. ' 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. SOUTH SCALE FACILITY ! "AINING ALL L WEST SIDE RAINWATER VAULT 'RECYCLE BLDG FUTURE PROCESSING FACILITY AREA I \\ EXISTING RETAINING WALL E EXISTING RETAINING WALL D TRANSFER 5 pw Sp, TRAILER YARD S pw>„ FUTURE MAINTENANCE BUILDING S, RETAINING WALL K TRANSFER /TSO BUILDING FUELING FACILITY NORTH PROCESSING AREA (NPA) EAST SIDE RAINWATER VAULT PROPERTY LINE, TYP TIRE WASH 'VAULT RETAINING WALL G C117 SURFACE WATER SYSTEM EXISTING RETAINING WALL C S SYST C118 SUR ATER SYSTEM REVIEWED FOR CODE COMPLIANCE APDDnVED MAR 18 2011 Scale 100 200 Feet DESIGNED DRAWN VERIFY SCALE BAR IS ONE INCH ON ANSI "D" DRAWING 0 1" 6/25/10 1/8/10 ADDENDUM NO. 4 ISSUED FOR PROPOSAL REVISION DESCRIPTION King County 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: z 0 0 F- (I) z 0 V OC 0 LL F-- 0 z I (,) 0 0 0 0 L.L a (,) Co mum • • min • ♦ .• P A s MATCH LINE - SEE DWG C113 SECTION 35, TOWNSHIP 23N, RANGE 4E WEN MOM ■M= • • • • 6 • . . • 6. '>: • • • TSO /TRANSFER BUILDING 1 FUELING FACILITY CATCH BASIN CLEANOUT FOR 4" DRAIN PIPE FROM 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 C104, RESPECTIVELY. 2. SEE DWGS C119 THRU C124 FOR SURFACE WATER SYSTEM PIPE PROFILES. 3. SEE DWG C128 FOR SURFACE WATER SYSTEM STRUCTURE SCHEDULE. 4. INSTALL NEW ADJUSTMENT RINGS, FRAMES AND GRATES WITHIN GUTTER OF ROAD A PER DETAIL 7 ON C125 AND APPENDIX A— 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. RETAINING WALL H EAST SIDE RAINWATER OVERFLOW /BYPASS MANHOLE GENERATOR°' 270 — 265 - ---_ 260 RETAINING WALL H FOOTING RETAINING WALL G FOOTING 5. ADJUST ALL EXISTING ACCESSES TO FINAL 'ADE. 6. 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. EXISTING RETAINING WALL C TIEBACKS AND ANCHOR WALL PIPE TRENCH 2 DETAIL, TYP EX CB -19 255 EXISTING 18 —INCH STORM DRAIN EXISTING STORMWATER DETENTION VAULT SD EX CB -21 BERIMINIF . ACV 11 1.1 11111 la 11 MBE 111 MONMEMOPMCMROF -• iiiriiiiii zii_=iiiiiiiiiiiiiiiiiiiiiiiiiiiiiii iiiriiiiiiviiiAY A% /1" AI if," ,ties .r ig-- _,r:4/42%iiAPI AreAI/ rr_ Ar__ /_s.... CONSTRUCTION LIMITS, TYP EXISTING ELECTRICAL EXISTING RETAINING WALL C PROPERTY LINE, TYP C111 (ABOVE) 210 UTILITY KEY MAP SCALE: NTS PLAN SURFACE WATER SYSTEM SCALE: 1" = 20' ///' A KEYED NOTES K WALL J FOOTING DRAIN CONNECTION, 32 LF 4" DIA PVC. HORIZONTAL PENETRATION OF STEM WALL (SEE DETAIL 4, DWG S013) AT APPROX IE= 247.30. AT FRONT EDGE OF FOOTING, USE ONE (1) 90° VERT FITTING AND DROP TO APPROX IE= 243.65. ADD ONE (1) VERT 90° FITTING TO FLATTEN PIPE SLOPE AND ROUTE TO EX CB -35 AT SLOPE =1.0 %, USING ONE (1) HORIZ 45° FITTING. SEE PROFILE SD —K, DWG C121 FOR CONNECTION IE. ROUTE TO AVOID CONFLICTS WITH COMPACTOR LEVEL NPW SYSTEM. 1"=20'-0" REVIEWED FOR CODE COMPLIANCE ADDmWFD MAR 18 Nil City of Tukwila BUILDING DIVISION 20 Scale 20 40 Feet DESIGNED DRAWN VERIFY SCALE BAR IS ONE INCH ON ANSI "D" DRAWING 0 11111111111101.1111111111 " 6/25/10 1/8/10 ADDENDUM NO. 4 ISSUED FOR PROPOSAL REVISION DESCRIPTION King County 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 7. INSTALL DETECTABLE MARKING TAPE DIRECTLY ABOVE STORM DRAIN PIPE PER SPECIFICATION SECTION 33 1000 — WATER UTILITIES. 8. 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. 9. WHERE STORM DRAIN CROSSES OVER A WATER LINE OFFSET ALL STORM DRAIN JOINTS AT LEAST 5' HORIZONTALLY FROM CENTER OF WATER LINE. 10. ELECTRICAL CONDUIT LOCATIONS SHOWN ONLY FOR MAJOR RUNS. SEE DWGS E030 AND E031 FOR ALL ELECTRICAL CONDUIT LOCATIONS. 11.SEE DWG C128 FOR CATCH BASIN CENTER OF STRUCTURE NORTHINGS AND EASTINGS. CONTRACTOR TO LOCATE GRATE TO ENSURE PROPER SURFACE DRAINAGE. 2. REMOVE THE EXISTING ROLLED CURB FRAMES AN I GRATES ALONG ROAD A (TOTAL COUNT OF 16). REUSE THESE MATERIALS WITHIN OTHER ROLLED CURB SECTIONS OF PROJECT. e KEYED NOTES SEE DWG M102 FOR INFORMATION ON RAINWATER HARVEST SYSTEM. 0 SEE DWG M431 FOR GENERATOR AND FUELING FACILITY. SEE. DWG M102 FOR PIPING LAYOUT IN THE COMPACTOR BAY MANEUVERING AREA. O3 CONNECT NEW STORM DRAIN TO EXISTING SYSTEM. 0 SEE PROFILE SD —Y ON DWG C123. O5 CONSTRUCT THIS PORTION OF STORM DRAIN SYSTEM AS PART OF MILESTONE 2. © PLUG OR REMOVE THIS 12" STORM DRAIN PRIOR TO COMPLETION OF MILESTONE 2. :ii WALL G FOOTING DRAIN CONNECTION, 61 LF 4" DIA DRAIN. NO WALL PENETRATION REQUIRED. FROM WALL DRAIN LOW POINT AT APPROX IE= 265:35, ROUTE TO CB -14A AT SLOPE =1.8 %, USING ONE (1) HORIZ 45° FITTING AND ONE (1) HORIZ 22.5° FITTING. SEE PROFILE SD —Y, DWG C123 FOR CONNECTION IE. (_) WALL H FOOTING DRAIN CONNECTION, 62 LF 4" DIA PVC. VERTICAL PENETRATION OF WALL FOOTING (SEE DETAIL 4, DWG S013) AT APPROX LOCATION SHOWN, DROP TO APPROX IE= 245.77, ROUTE TO EX CB -23 AT SLOPE =1.0 %. APPROX IE IN= 245.15. ROUTE TO AVOID CONFLICTS WITH FUELING FACILITY DRAIN. RECEIVED JAN 13 2011 PERMIT CEN bw-o i3 BOW LAKE RECYCLING AND TRANSFER STATION SITE FACILITIES CONTRACT SURFACE WATER SYSTEM PLAN An SAIC Company PROJECT NUMBER: C00405C09 OF: SHT. 106 DRAWING NUMBER: C116 619 z 0 V 0) z 0 U 0 LL F- 0 z ..J 0 0 0 ce c .. r2e 0 U- a LU CO SQ 1- 1 '' r4= II N 11 Ll] SHEET M1 01 1SHEET M1 CU M108 4" FD -3 IE = 265.71 BD -2 BOTTO BASKE IIIIIom1111aI111 1111 II11101I11111 ....iiuil1 `IIIIk SLO ED TRTENCH DRAT S II�III'II'II111 �I�J1111flIITI CONNECT TO EXISTING] SINITAR, SEWER MIINHOLT IE = 241.0 I 1 1 1" HWS /HW'R W/LL 1 (PO ' / TR CO D�JI S ri34 E C S D `PIPINe 9 (C1 CAR" R PIP IE 242.0 IIXECT TO RM MANHOLE = 265.6 OIL JSTOP VALVE VAULT MANUAL DRAIN VALVE W EXTENSION TO GRADE O s� o 0 o n o � g e y a n f n � g o O 00a0000 � 0000000 000.00000 0000 O o00000 0000a000 000a0000000000 O 00�ooao 000000ao oae0000 aeoao� O 0000000 0 0000000 a000000'D 000ao CO VERTICAL DROP BELOW RETAINING WALL. IE = 245.0 (BOTH LINES) CO IE = 250.8 00 IE = 263.07 FUEL STORAGE TANK "FIRE DEPARTMENT PERMIT REQUIRED" EAST SIDE RAINWATER OVERFLOW /BYPASS MANHOLE S 8" IE = 266.2 SW8 "IE =266' NW6 "IE= 0. NNW 8" I — 266.9 (OVERFLOW) RIM �.11 CB -48" DIA; KCRS FIG 7 -005 LOCKING MANHOLE FRAME AND COVER; KCRS FIGS 7 -022 AND 7 -023, SOLID LID TOP VIEW 24x24x24 DEEP STAINLESS STEEL CATCH BASIN W/ SEDIMENT BASKET SLOPE TO CATCH BASIN FLOOR THICKNESS PER STRUCTURAL DRAWINGS TRENCH SUPPORT LEVELING RODS DRAINAGE PLAN - EAST LEVEL 1 FOUNDATION TRANSFER BUILDING & MECHANICAL SCALE: 1 /16" = 1' -0" REVIEWED FOR CODE COMPLIANCE APpl�flVED MAR 18 2011 City of Tukwila BUILDING DIVISION RECEIVED JAN 13 2011 PERMIT CENTER SIDE VIEW L6" FLANGED OUTLET TRENCH DRAIN DETAIL SCALE: 1" = 1' -0" MINIMUM CONCRETE THICKNESS PER DRAIN MANUFACTURER OR STRUCTURAL DRAWINGS, WHICHEVER IS GREATER TRENCH DRAIN SECTION SCALE: 1" = 1' -0" 5 0 10 Scale 1 0.5 0 Scale 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 DRAWN VERIFY SCALE BAR IS ONE INCH ON ANSI "D" DRAWING 0 1 6/25/10 3/30/10 0 1 1/8/10 ADDENDUM NO. 4 ADDENDUM NO. 3 ISSUED FOR PROPOSAL REVISION DESCRIPTION Ding County Department of Natural Resources and Parks Solid Waste Division LNS ENGINEERS, INC. 7713 PIONEER WAY • SUITE C GIG HARBOR, WASHINGTON 9B335 PHONE: 253.851.5175 BOW LAKE RECYCLING AND TRANSFER STATION SITE FACILITIES CONTRACT TRANSFER /TSO BUILDING COMPACTOR LEVEL /TIPPING /RECIEVING LEVEL DRAINAGE PLAN - EAST PROJECT NUMBER: C00405C09 SHT. OF: 465 DRAWING NUMBER: z 0 U F— z 0 U 0 LL 0 z 1 ..I 0 0 0 U. 0 W 1 TIRE WASH START /STOP ACTIVATION-SFNSOR WASH ELEMENT LENGTH 288" C M 177 --t SIDE SPRAY NOZZLE 0 u WASH ELEMENT ■EVIDTH 42" 1 1 Il • SUW ELECTRICAL CONTROL PANEL � r--- HINGED GRATE FUR- LEANING RW RW RW OVERFLOW DRAIN CO IEJ 255.0 LW MANUAL DRAIN VALVE W/ OPERATOR EXTENSION TO GRADE D RW RW RW LW 6", Of I TIRE WASH PUMP MAINS SLOPE © 1% MIN. TO DRAIN BACK TO PUMPS RW RW CHANNEL PIT TO DRAIN PIPE TRACK WIDTH 114" SIDE SPRAY NOZZLE 0 7 M018 6 "HD -1- TIRE WASH RINSE START /STOP ACTIVATION SENSOR SUF U O 16" DI PIPE © 4% SLOPE RW RW `30 SUW TIRE WA M173 RWS LW RWS -LW RWS GO /DROP IE = 251.1 LW RWS 6" 6" LW ----B LW RWS RWS LW RWS LW RWS M109. 6 "� RW 8" o� H UP CO IE = 266.8 RW ,• A EAST SIDE RAI \WATER VA LT LW LW RWS RWS LW ff 8" —\\ ate-- RW 8" 6" LW 6" CO IE = 252.0 LW LW LW CONSTRUCTION NOTES INSTALL 3000 PSI MASS CONCRETE. CONCRETE SHALL PROVIDE A CONTINUOUS WALL FACE BETWEEN VAULTS. BOTTOM OF CONCRETE SHALL BE AT ELEVATION 266.00'. TOP OF CONCRETE SHALL BE AT ELEVATION 272.70'. CONCRETE SHALL EXTEND 3' -0" TO THE WEST. PROVIDE #8 DWLS INTO VAULTS AT 24 "OC. PROVIDE 8' -0" HIGH FIBERGLASS DIRECTIONAL POLE WITH BASE SUPPORT. BASE SUPPORT SHALL BE 24" HIGH x 2" DIA SCHED 40, ANCHORED TO FLOOR PER DETAIL 3/S022. BASE SUPPORT SHALL BE HOT DIP GALVANIZED. bWO L3 TIRE WASH/RAIN WATER PLAN LEVEL 1 / LEVEL 2 FOUNDATION TRANSFER BUILDING & MECHANICAL SCALE: 1/4" = 1' -0" ' REVIEWED FOR CODE COMPLIANCE APDPfVFD MAR 18 2011 City of Tukwila BUILDING DIVISION RECEIVED JAN 13 2011 PERMIT CENTER October 27 DESIGNED LNS DRAWN NBD 6/25/10 JAR LNS ADDENDUM NO. 4 VERIFY SCALE BAR IS ONE INCH ON ANSI "D" DRAWING 0 1" 1 3/30/10 JAR LNS ADDENDUM NO. 3 0 1/8/10 JAR LNS REV DATE CHK'D APP'D ISSUED FOR PROPOSAL REVISION DESCRIPTION King Covnty Department of Natural Resources and Parks Solid Waste Division DNS 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 /TSO BUILDING TIRE WASH /RAINWATER PLAN PROJECT NUMBER: C00405C09 OF: SHT. 522 619 DRAWING NUMBER: M172 z 0 U z 0 U DC 0 LL 0 z J 0 0 0 0 0 U- u.I CO TIRE I WASH PUMPS VA LT GO /DROP IE = 251.1 LW RWS 6" 6" LW ----B LW RWS RWS LW RWS LW RWS M109. 6 "� RW 8" o� H UP CO IE = 266.8 RW ,• A EAST SIDE RAI \WATER VA LT LW LW RWS RWS LW ff 8" —\\ ate-- RW 8" 6" LW 6" CO IE = 252.0 LW LW LW CONSTRUCTION NOTES INSTALL 3000 PSI MASS CONCRETE. CONCRETE SHALL PROVIDE A CONTINUOUS WALL FACE BETWEEN VAULTS. BOTTOM OF CONCRETE SHALL BE AT ELEVATION 266.00'. TOP OF CONCRETE SHALL BE AT ELEVATION 272.70'. CONCRETE SHALL EXTEND 3' -0" TO THE WEST. PROVIDE #8 DWLS INTO VAULTS AT 24 "OC. PROVIDE 8' -0" HIGH FIBERGLASS DIRECTIONAL POLE WITH BASE SUPPORT. BASE SUPPORT SHALL BE 24" HIGH x 2" DIA SCHED 40, ANCHORED TO FLOOR PER DETAIL 3/S022. BASE SUPPORT SHALL BE HOT DIP GALVANIZED. bWO L3 TIRE WASH/RAIN WATER PLAN LEVEL 1 / LEVEL 2 FOUNDATION TRANSFER BUILDING & MECHANICAL SCALE: 1/4" = 1' -0" ' REVIEWED FOR CODE COMPLIANCE APDPfVFD MAR 18 2011 City of Tukwila BUILDING DIVISION RECEIVED JAN 13 2011 PERMIT CENTER October 27 DESIGNED LNS DRAWN NBD 6/25/10 JAR LNS ADDENDUM NO. 4 VERIFY SCALE BAR IS ONE INCH ON ANSI "D" DRAWING 0 1" 1 3/30/10 JAR LNS ADDENDUM NO. 3 0 1/8/10 JAR LNS REV DATE CHK'D APP'D ISSUED FOR PROPOSAL REVISION DESCRIPTION King Covnty Department of Natural Resources and Parks Solid Waste Division DNS 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 /TSO BUILDING TIRE WASH /RAINWATER PLAN PROJECT NUMBER: C00405C09 OF: SHT. 522 619 DRAWING NUMBER: M172 z 0 U z 0 U DC 0 LL 0 z J 0 0 0 0 0 U- u.I CO jacob \Desktop \Bow Lake CAD Files \F_M 27, 2010 — 3:35 PM s004 — October 16' 16' 'ACCESS. 1 LADDER �TYP OF 3) GUARD RAIL TOP OF VAULT 272.70 SCREEN PULL FRAME OPERATING WATER LEVEL 267.9 1" MESH 12 GAUGE STAINLESS STEEL SCREEN W/ STAINLESS STEEL U- CHANNEL TRACK VACTOR CLEANOUT AREA VACTOR - CLEANOUT AREA 32' -8 TIRE WASH VAULT - BASE SCALE: 1/4" = 1' -0" A M172 1 /2" MESH 12 GAUGE STAINLESS STEEL SCREEN W/ STAINLESS STEEL U- CHANNEL TRACK & SCREEN PULL FRAME ELEV = 272 BOTTOM OF TIRE WASH VAULT 260.38 r. 8"0 RW IE = 267.17 16" DI -\( GRID 17 VAULT INLET IE = 267.9 1'- 6"x1' -6" FIELD CAST PUMP BASE SECTION SCALE: 1/4" = 1' -0" D M173 36 "x36" HINGED GRATE 1/2" MESH 12 GAUGE STAINLESS STEEL SCREEN W/ STAINLESS STEEL U- CHANNEL TRACK. CONTOUR TRACK AND SCREEN TO SHAPE OF CHANNELED PIT. 24"O MANHOLE COVERS W/ RINGS RECESSED FLUSH IN VAULT TOP P NOTE: VAULT ROOF STRUCTURAL LOAD CRITERIA - ASHTO HS20 - 45,000 LBS POINT LOAD (FIRE TRUCK OUTRIGGER) 96 "x42" DOUBLE LEAF. HINGED DOOR W/ CONFINED SPACE LOCKING PROVISIONS TYPE 1 GUARDRAIL W/ BASE PLATE - TYPE 1 GUARDRAIL TO BRIDGE OVER TO EAST SIDE RAINWATER VAULT TYPE 1 GUARDRAIL W/ BASE PLATE FOOTING TIRE WASH DRAIN SUMP - IE = 268.7 EL 272 - 4% SLOPE EL 267.5 EL 265.75 36 "x36" HINGED ACCESS DOOR W/ CONFINED SPACE LOCKING PROVISIONS TIRE WASH VAULT LID SCALE: 1/4" = 1' -0" B � 17 J TIRE WASH VAULT DRAIN VALVE W/ OPERATOR EXTENSION TO FINISH GRADE. GUARD RAIL TOP OF VAULT 272.70 APPROX. FINISH GRADE REVIEWED FOR CODE COMPLIANCE APPROVED MAR 18 2011 offillevila BUILCityDING DIVISION ea IE =255.0 OVERFLOW LEVEL 268.2 OPERATING WATER LEVEL 267.9 16 "0 INLET 6" "- 0 "x3' -0" BOTTOM OF SUMP 257.38 SECTION 1)11-.0 13 D D SCALE: 1 /4" = 1' -0' M 17j M173 260.38 I RECEIVED JAN 13 2011 PERMIT CENTER DESIGNED LNS DRAWN NBD VERIFY SCALE BAR IS ONE INCH ON ANSI "D" DRAWING 0 1" 1 0 REV 6/25/10 JAR 3/30/10 JAR 1/8/10 JAR DATE CHK'D LNS ADDENDUM NO. 4 LNS ADDENDUM NO. 3 LNS ISSUED FOR PROPOSAL APP'D REVISION DESCRIPTION Ding County Department of Natural Resources and Parks Solid Waste Division LAN S 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 /TSO BUILDING TIRE WASH VAULT PLANS AND SECTIONS PROJECT NUMBER: C00405C09 SHT. OF: 523 DRAWING NUMBER: M173 619 z 0 V F- co z 0 U 0 LL- I- 0 cf) z I J 0 0 0 or a_ 0 a ci) UJ