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HomeMy WebLinkAboutPermit D03-060 - IMMIGRATION AND NATURALIZATION SERVICE - RETAINING WALLINS RETAINING WALL 12500 TUKWILA INTERN'L BLVD EXPIRED 7-5-04 D03-060 .,%s.•,—i;.,.,,t,lf:,',/,.'4:.:4.;4:,i.n;.,L:::,,Y,',:.'.;4,:r.'■.l:i..',:'.:::::.,'.E,:'i'.22.V.!c::?:,■:.:;;''':, ':4,::,'..■,V.:i:',..%).q...V.I.,..,,;:::',:::',i!;;;;-..:,fai.'2'...1:421:',.::.;:::„^:!.2',.,.:.1.3/4',.`1.:?4:V.,,:-,;:„::.;:.:::',1:::;::.:•;.:!:...,':!:!..;::;:....',;,..:::.•:,:fil',:,--,''',':',.,,74t, City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 DEVELOPMENT PERMIT Parcel No.: 7340600602 Permit Number: D03 -060 Address: 12500 TUKWILA INTERNATIONAL BL TUKW Issue Date: 05/29/2003 Suite No: Permit Expires On: 11/25/2003 Tenant: Name: IMMIGRATION AND NATURALIZATION SERVICE Address: 12500 TUKWILA INTERNATIONAL BL, TUKWILA WA Owner: Name: INTRNL GATEWAY EAST III Phone: Address: 12201 TUKWILA INTRNTL BLVD, SEATTLE WA Contact Person: Name: STANLEY PAULUS Address: 12201 TUKWILA INTERNATIONAL BL, TUKWILA WA Contractor: Name: SABEY CONSTRUCTION INC. Phone: 206 - 281 -4700 Address: 12201 TUKWILA INTERNATIONAL BLVD, SEATTLE WA Contractor License No: SABEYC(033KM Expiration Date: 01 /06/2005 DESCRIPTION OF WORK: CONSTRUCTION OF RETAINING WALLS FOR NEW OFFICE BUILDING. LAND ALTERING FOR ENTIRE SITE = 68,000 CY CUT AND 63,000 CY FILL. Value of Construction: Type of Fire Protection: Type of Construction: Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: doc: Devperm $ $384,000.00 Public Works Activities: Channelization / Striping: Curb Cut / Access / Sidewalk / CSS: ?? D03 -060 Phone: 206 - 277 -5273 Fees Collected: $4,268.35 Uniform Building Code Edition: 1997 Occupancy per UBC: Number: 0 Size (Inches): 0 Start Time: End Time: Volumes: Cut 0 c.y. Fill 0 c.y. Start Time: End Time: Private: Public: Profit: ?? Non - Profit: ?? Private: Public: Printed: 05 -29 -2003 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Permit Center Authorized Signature: imd,- Date: 6`2g I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of 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 perf•rmance of wt rk. I am authorized to sign and obtain this development permit. Signature: F41 t$4 Date: ' C ; 2 9 - / ° 1 7 / e ) 2 Print Name: i;FOLL 5 doc: Devperm 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. D03 -060 Printed: 05 -29 -2003 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 8: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** PERMIT CONDITIONS Parcel No.: 7340600602 Permit Number: D03 -060 Address: 12500 TUKWILA INTERNATIONAL BL TUKW Status: ISSUED Suite No: Applied Date: 02/24/2003 Tenant: IMMIGRATION AND NATURALIZATION SERVICE Issue Date: 05/29/2003 1: * **BUILDING DEPARTMENT CONDITIONS * ** 2: No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 3: All permits, inspection records, and approved plans shall be available at the job site prior to the start of any construction. These documents are to be maintained and available until final inspection approval is granted. 4: When special inspection is required either the owner, architect or engineer shall notify the Tukwila Building Division F 0 of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection w w reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name, 2 D permit number and type of inspection being performed. v 0 O N 5: The special inspector shall submit a final signed report stating whether the work requiring special inspection was, to ; 0 F" the best of the inspector's knowledge, in conformance with approved plans and specifications and the applicable w w workmanship provisions of the UBC. i — • O 6: All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 .i Z Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 0 2 00 H 1 7: Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations shall not be Z construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. 9: The applicant must notify the City Utility Inspector at (206)433 -0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 10: Contractor shall notify Public Works Utility Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 11: This permit shall be accompanied by the special conditions which are hereby incorporated and binding upon the applicant. Signature hereto shall serve as acknowledgement of the receipt of such special conditions and shall further indicate applicant's agreement to abide to the terms and conditions contained herein. 12: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 13: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 14: Any material spilled onto any street shall be cleaned up immediately. 15: A copy of the Certificate of Insurance Coverage (minimum of $1,000,000 naming the City of Tukwila as additionally doc: Conditions D03 -060 Printed: 05 -29 -2003 z Ce JU 0 0 co 0 LLI -i NLI.. w 0 2 LL Q • a Z = insured). 16: A $2,000 bond made out to the City of Tukwila for possible property damages caused by activities. 17: A map which shows the haul route. 18: Hauling over 50 cubic yards shall require application for a Hauling Permit prior to any associated activity. 19: Clean and remove debris from City catch basin in and around hauling routes. Provide adequate temporary access as not to interfere with other vehicle movement or cause trucks to travel over curbs. All vehicles must make a complete stop prior to entering public right -of -way. 20: Business License with the City of Tukwila. 21: Route Map. City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 22: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 23: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 24: The Land Altering Permit Fee is based upon an estimated _68000 cubic yards of _cut . If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signature: Print Name: doc: Conditions S D03 -060 Date: 5 2q , Printed: 05 -29 -2003 1 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 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 ** 101. o4go 6 t 101:5 049 tom, King Co Assessor's Tax No.: o ((oCC. 02 t 714 rv00% e,5 Site Address: 1 2.500 TuK.wtth \n3- r>frriNAPrtoe4a -r.. Suite Number: Floor: ce New Tenant: O.... Yes J ..No Tenant Name: Property Owners Name: J -r A) 4:L. C , i wq+C C r�rs - t - t 1-L Mailing Address: 12201 A3 �+ -�tP t 01 t WA City State Zip Name: 1 (>J�"' t11 ,. Sic CDR?. Day Telephone: ZOly- V1'1 1,1 Mailing Address: I &tOI Ct1KW(t.A, 14M711IRri8 JM. AID, .6)a:n.4 •tcXP. SFA 1 %1029 City State Zip E -Mail Address: HA,'(JJeS L S4'F6EY• C.oM Fax Number: 206 - t I - Oct 20 GENERAL CONTRACTOR INFORMATION Company Name: Mailing Address: 20 Contact Person: E -Mail Address: lappticationstpermit application (I.2003) 1/2003 - :._ _.• •. .a' - ICT ��.'P�EY �tJSTiLIJ C.TI t tJ G. • • I .b _- t_ .(► D. 'At% ._•o' .:�..RI Zip Contact Person: ..d ct∎1 S y, %{ Day Telephone: '?j (o - 2E1 - 0O E -Mail Address: 1:7e (a. C,At.4 Fax Number: ZO(o - 2-F61 - 0°2'10 Contractor Registration Number: SAkee'y 03* 14'i4 Expiration Date: 1 - Co - ZOOS * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** ARCHITECT OF RECORD •All.plans must be wet stamped by Architect of Record Company Name: Mailing Address: ENGINEER OFRECORD _ All plans must be.wet stamped by Engineer of Record • Company Name: Vis‘Vir, e•/44.35 '. , c c tls. - re.S t I ►J G. Mailing Address: 1 Coto »f , A0? -40e. 9xt Zoo, WA 9t?101 -- City 1 State Zip Contact Person: TZ'ROL l cTz�� Day Telephone: 425 — 259 - 4Oc\ t E -Mail Address: G.€ r> ,e�1a GOM Fax Number: q Zt5Q1 -3230 Page 1 Ci VD, X1.5 d9h3� '. `r; e.+k 3V;ry e p':e :�r +:;C ?:a(aRat!z. 1P ` ;'64. 0 , 14 ,4 , , WV0 1 4 ;�;?#"':'r+' 8 ,*'+ St ate State city Day Telephone: Fax Number: Zip Valuation of Pity ct•(cont tit s ti price): $ 40e ‹ftect Existing Building Valuation: $ Scope of Work (please provide detailed information): Will there be new rack storage? 0... Yes ❑ .. No If "yes ", see Handout No. Provide All Building Areas in Square Footage Below PLANNING DIVISION: r Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑...Yes 0.. 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? 0.. Yes ❑...No If "yes", attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Material Safety Data Sheets. UTILITY DISTRICTS: Note: If the utility district is not City of Tukwila, you must provide written verification and approval from that utility district at the time of permit application. Water ❑ .. City of Tukwila Water District 0.. Water District # 125 0... Highline Water District ❑...City of Renton Water District Sewer 0 .. City of Tukwila Sewer District 0.. Val Vue Sewer District ❑...City of Renton Sewer District []...City of Seattle Sewer District 0 .. Septic System (If property is served by a septic system, 2 copies of approved septic design from King County Health Department must be submitted at the time of permit application) lapplicationslpertnit application (1 -2003) 1/2003 Page 2 - r .». .. .+ •'„' ^,G " } : �{ t r. • 44. ..• raw^ 4�•? Oh��fV ,lrkl= �i,5'yf�i`��'�rSi.�i for requirements. 'Existing • Interior • Remodel Addition to Existing Structure New Type of Construction per UBC . Type of Occupancy per • . UBC I' Floor 2na Floor 3 Floor Floors ..' I hru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached. Carport Covered Deck Uncovered Deck Valuation of Pity ct•(cont tit s ti price): $ 40e ‹ftect Existing Building Valuation: $ Scope of Work (please provide detailed information): Will there be new rack storage? 0... Yes ❑ .. No If "yes ", see Handout No. Provide All Building Areas in Square Footage Below PLANNING DIVISION: r Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑...Yes 0.. 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? 0.. Yes ❑...No If "yes", attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Material Safety Data Sheets. UTILITY DISTRICTS: Note: If the utility district is not City of Tukwila, you must provide written verification and approval from that utility district at the time of permit application. Water ❑ .. City of Tukwila Water District 0.. Water District # 125 0... Highline Water District ❑...City of Renton Water District Sewer 0 .. City of Tukwila Sewer District 0.. Val Vue Sewer District ❑...City of Renton Sewer District []...City of Seattle Sewer District 0 .. Septic System (If property is served by a septic system, 2 copies of approved septic design from King County Health Department must be submitted at the time of permit application) lapplicationslpertnit application (1 -2003) 1/2003 Page 2 - r .». .. .+ •'„' ^,G " } : �{ t r. • 44. ..• raw^ 4�•? Oh��fV ,lrkl= �i,5'yf�i`��'�rSi.�i for requirements. LTC:: , ,_. Scope of Work (please provide detailed information): c .onls - rltuc r 1 Oc. Q t.4 SLTE I#11:. tn)STA 1 a► u II" r • Street Use: ❑ .. Street Use Monthly Service Billing to: Name: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: lapptications\pennit application (1.2003) 1/2003 ❑... Channel ization /Striping Storm Drainage: �$.. Storm Drainage ❑...Flood Control Zone Water ... ❑ Call before you Dig: 1- 800 - 424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. 0... Curb cut/Access/Sidewalk Land Altering and /or Hauling: X . . Land Altering: ..Cut CoeflOP cubic yards Fill (p I X D cubic yards V.. Hauling Sewer Information: ❑ .. City of Tukwila Sewer District 0... Val Vue Sewer District ❑...City of Renton Sewer District ❑ ..City of Seattle Sewer District N'.. Sanitary Side Sewer ❑ .. Sewer Main Extension .. Private ❑ .. Public Water Information: ❑ .. City of Tukwila Water District ❑ .. Water District # 125 0... Highline Water District 0... City of Renton Water District 0 .. Water Main Extension Kv .. Private ❑ ... Public ❑ .. Water Meter/Exempt: Size(s): ❑ .. Deduct ❑ ...Water Only ❑ .. Water Meter Permanent #: Size(s): ❑ .. Water Meter Temporary #: Size(s): ❑ .. Est. Quantity: gallons Fj.. Fire Loop/Hydrant (main to vault) #: Size(s): 0.. Landscaping Irrigation ❑ .. Miscellaneous: City Sewer ... ❑ Sewage Treatment ❑ Page 3 City Day Telephone: State Fire Line .... ❑ 1—. Zip Day Telephone: State Zip ,t Unit Type: Qty Unit. Type: Qty Unit Type: Qty Boiler /Compressor: Qty . Furnace <I00K BTU Air Handling Unit >= 10,000 CFM Other Mechanical Equipment 0 -3 HP /100,000 BTU Furnace >100K BTU Evaporator Cooler 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System . . 30 -50 HP /1,750,000 BTU Appliance Vent Hood 50+ HP /1,750,000 BTU Heat/Refrig/Cooling System Incinerator - Domestic Air Handling Unit <= 10,000 CFM Incinerator — Command MEC P E RNII Ti .IN F O RM A TION = 2 06= 4 31 =367 MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** Valuation of Project (contractor's bid price): $ Scope of Work (please provide detailed information): Use: Residential: New .... J Replacement .... [] Commercial: New .... J Replacement .... Fuel Type: Electric Gas ....D Other: Indicate type of mechanical work being installed and the quantity below: PERMIT APPLICATION NOTES :- Applicable to all permits in this application Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. 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 0 E OR AUTHORIZED Signature: Print Name: Mailing Address: Date Application Accepted: g ►-(9- / Date Application, Expires: I Staff Initi Is: C C{,)— \applications\permit application (I.2003) 1/2003 Page 4 City Date: Fe15 03 Day Telephone: 2)C&— '�`� " 5 19 State Zip ' .}'S ru:Kti3fi' Parcel No.: 7340600602 Permit Number: D03-060 Address: 12500 TUKWILA INTERNATIONAL BL TUKW Status: PENDING Suite No: Applied Date: 02/24/2003 Applicant: IMMIGRATION & NATURALIZATION SERVICE Issue Date: Receipt No.: R03 -00219 Payment Amount: 1,737.94 Initials: LAW Payment Date: 02/24/2003 03:45 PM User ID: 1630 Balance: $2,678.25 Payee: SABEY PROPERTIES INC TRANSACTION LIST: Type Method Description Amount doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Payment Check 87370 1,737.94 ACCOUNT ITEM LIST: Description PLAN CHECK — NONRES RECEIPT Account Code Current Pmts 000/345.830 1,737.94 Total: 1,737.94 Printed: 02 -24 -2003 • Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: ACCOUNT ITEM LIST: Description doc: Receipt City of Tawila 6300 Southcenter BL, Suite 1001 Tukwila, WA 98188 / (206) 431 -3670 7340600602 12500 TUKWILA INTERNATIONAL BL TUKW IMMIGRATION & NATURALIZATION SERVICE R03 -00218 LAW 1630 Payee: SABEY PROPERTIES LLC TRANSACTION LIST: Type Method Description Payment Check 87250 PW BASE APPLICATION FEE PW LAND ALT PLAN REVIEW PW PLAN REVIEW RECEIPT Account Code 000/322.100 000/345.830 000/345.830 Permit Number: Status: Applied Date: Issue Date: Payment Amount: Payment Date: Balance: Amount 9, 981.35 Current Pmts 250.00 196.25 9,535.10 Total: 9,981.35 PW03 -025 PENDING 02/24/2003 9,981.35 02/24/2003 02:38 PM $15,436.40 (1..•:2 �'�. :.. IoiAt 7)03 -c} 0 Printed: 02 -24 -2003 _... .._. .... 4,444 Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: ACCOUNT ITEM LIST: Description doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 7340600602 12500 TUKWILA INTERNATIONAL BL TUKW R03 -00660 BLH ADMIN Payee: SABEY PROPERTIES LLC TRANSACTION LIST: Type Method Description Payment Check 88439 BUILDING - NONRES STATE BUILDING SURCHARGE RECEIPT IMMIGRATION AND NATURALIZATION SERVICE Account Code 000/322.100 000/386.904 Permit Number: Status: Applied Date: Issue Date: Payment Amount: 2,530.41 Payment Date: 05/29/2003 10:44 AM Balance: $0.00 Amount 2,530.41 Current Pmts 2,525.91 4.50 Total: 2,530.41 D03 -060 APPROVED 02/24/2003 9091 05/29 1716 TOTAL ..2796 3j, Printed: 05 -29 -2003 Z RECEIPT ,3 -O O �w Parcel No.: 7340600602 Permit Number: PW03 -025 6 v Address: 12500 TUKWILA INTERNATIONAL BL TUKW Status: APPROVED U o Suite No: Applied Date: 02/24/2003 w co W Applicant: IMMIGRATION & NATURALIZATION SERVICE Issue Date: LU H M u_ W O Receipt No.: R03 -00661 Payment Amount: 10,265.90 g Q Initials: BLH Payment Date: 05/29/2003 10:45 AM = a User ID: ADMIN Balance: $0.00 F" W Z H I- 0 Z I- U O — O I- W r Type Method Description Amount H U �" O Payment Check 88439 10,265.90 Z lli U= O �" z Payee: TRANSACTION LIST: ACCOUNT ITEM LIST: Description doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 SABEY PROPERTIES LLC PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW Account Code Current Pmts 000/342.400 000/342.400 000/345.830 721.00 9,540.00 4.90 Total: 10,265.90 9091 05/29 17:1.6 TOTAL 12796.31 Printed: 05 -29 -2003 COMMENTS: Type of Inspection: 4u („ Address: /2..srvO Ti 6 Date Called: '/z 7/0 V / -7/o V A c..64,6Leei fr4 Date Wanted: r Z a.m. V L) 5' p.m. 7i5 - _.60 , n. I/ t_74 /fee (,0(AiL Phone No: Div — - 257 7- 7 709/ Al 2o qa " g ki--e-4,,Adi-, Aftd ,, at al eil ' a -s. / ; 4' ' 2,) c/l, c G? 92z, A .1/ ?..7 /J Ll l c%?✓�. A Al �%'t _s cfP 7i , A 1477i._ ;? rfr . i Project,,,,. - 7 11 V S Type of Inspection: 4u („ Address: /2..srvO Ti 6 Date Called: '/z 7/0 V Special Instructions: Date Wanted: r Z a.m. V L) 5' p.m. RequestE 4/ a., / L � -eft Phone No: Div — - 257 7- 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 00 3--v ' Corrections required prior to approval. Inspector: 6J Date: 1/2- 2/d V $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: Type of Inspection: Pre- Cot) Address: , 25o0 7.1 B . Date Called:5— / Jo 3 1-j P (. ,if..") s (n-L C Special Instructions: '' ,R..„6.M.‘- -1.t-1-4 S -(6467. C 3�o3 a.m. �: 1 , Letge, 14A /1,'.41 44, � (.r ,c..at YT AAA. t FS C t1 CST mo t' i SrAQ_Dt (4 t 4 . j a kt-L-4- li /2 owir,4 t- T ,,,get) 7,i/it_ 5.4-.5J g,,,,,.g - J .0047 i ( , .ij C./ /A /4_0 (14/.f,1 Project 1 N S Type of Inspection: Pre- Cot) Address: , 25o0 7.1 B . Date Called:5— 2 9..... 03 Special Instructions: Date Wanted:6 3�o3 a.m. �: 1 Requester: D Phone No 206 -5/0- -75/2 El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit D03 -Obd PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 El Corrections required prior to approval. Inspector: Date: El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Z W re 2 00 N O Co U.1 J H N LL W —a = Z �-- WW U CI N CI W ui H- 16 w z = z Project: . ,15 �� . Type of Inspection: , L 4 Address: 5 ( ) f Date Called: / V6 3 • ! Special Instructions: Date Wantedd f Li Vei 3 a.m. p.m. Requester: a( //t Phone Noo: 7 7Sr a— INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. j Corrections required prior to approval. / a-44 (..e.e. <OA ( a ,1/1 757, yl r D /dh4 COMMENTS: Inspector: Date: 6 /57 ° 4 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. COMMENTS: \ S Type of Inspection: 5 Address: c ---t 6 4 ,' E-/1v Special Instructions: p-` PAs QA ladiAl-Qi24A, a.m. P.m. Req ue Sc.,t C 1 4 E-I-A I IL" . \k .ctsijoi,.... / ,...,_ .....„.. V.-, I-- _ ( Phone No: 2. 7 30 Cap /,5" t-+ c_R- IP, -4 e uv\ (2" 12) 1 c4 6, Project _ (3 S Type of Inspection: 5 Address: Date Called: Special Instructions: Date Wanted: a.m. P.m. Req ue , . \k .ctsijoi,.... / ,...,_ .....„.. V.-, I-- _ ( Phone No: 2. 7 30 Cap /,5" INSPECTION NO. 1:2APproved Per applicable codes. .31 • INSPECTION RECORD Retain a copy with permit -0(o PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 El Corrections required prior to approval. Inspector: Date: O3 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: k • I) • 4 r COMMENTS: Type of Inspection: (.417.1 CCIAA_ ii) (3 i \ 4 t (9-, F...-- tj F -2. A. t:?, V ) - AO r . - LM (1 47 )¼ Q.Q.04A. ■ 1 ,.., zi - ( elf M H E -Li 4 r -? ---t I )._!"‘ i\i) s ,.., Lk il.P.•4 ;....A..);, 4 6 A, ...A ' TA.k4 A 4 ._ 1( _,6::. t f- t.) 1 • Phone Nb: - .-5 ' 1 0 . ..... - - 7 Cci 2, Project: .::' . • :1',/\ /2 Type of Inspection: Address: . . I 160 - t r.... 1.,:t A. t:?, Date Called: i.i) 0 I 2,, 1 ,.., zi - Special Instructions: ' • ' Date Wanted: It ._ 1( a.m. p.m. Requester: / 0 cast b / I „ f- t.) 1 • Phone Nb: - .-5 ' 1 0 . ..... - - 7 Cci 2, INSPECTION NO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 (206)431-3670 Corrections required prior to approval. Inspector: \1/4J Date: t El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: rr t,., t /v. ° • Se./ (4. E. ' _o 4.t of / To Type of Inspection: r Address: /z$Co �,,,, 1r Date Called: 4 // Vol rU sr t I _.2u L.,r 7 572X) f,t S /v /` Date Wanted: b,4(1 a 1i, p —I Requester: Phone No: l �, /Z.c,) /o_,, :- fi r I / 50 Lr` .F"' ) 5 v ci e N t ( iS D -/ ! i () —,iowdl ur 7!) (u 0.04 .o el , ., Ay ?) 1.4"- .15 .. `C1. A) ..4 es l .i . 77) .f -£ -5 4,/) - � �� ,. ? -t ( 6 -1 ? 6 -2 s kL) Lc / p�C;.!uj.QQ 5 9 2. t/ r ! 5" () O ./ 6 .- 2 ` . c Ce. 'nirJ 01 C (- --- 2Z. 1 ' , ,..i� . 4 f l ,.`1 ,...t ,p� i • '- , liv c.je # u /` . lr r ' U t I l ...1 , # -., :" , .i 1,./ , J( At•srt + t3 ?if • p 44 /0, . r Project: Type of Inspection: r Address: /z$Co �,,,, 1r Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: INSPECTION NO. Ins tor: f"?.. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. ' ' I .. _ � r • �� j � Date: & ,, ,QZ .� , 4, /, $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 7- Receipt No.: Date: COMMENTS: i/ 10 1 -C SL i.)ov k. w, .,i:,sr6z.�_. 1 J 1- h— 1 c k-c 3� N CM (0 Tb CLAAZ$ A..u,.e:t r'-vv- r7 1)e A\ cJ ( 1 f,..,t t 4 d1 i n.gvl F --- AtstitA c -. I c'1 C,t, t w\.✓- � 0 4 1 r 46 S M -11 kimA ,, ,, --,'`'` o H 7-Lug . k� S 1 2_— 1-t - a - I D v d ui 1 R. c, Iv n tax., fi vYJ 1/2(, :; 14n4)J.-Xp . /) I -r r ` 1 g S' V To v,,i IitI -- oef ., ti. <y: °c P(L1 - ).(n" nUf `a) Cep -fires ,2n. Pro ect: Type of Inspection: Address. (ZS "rc 6 Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: -A rJ IJ () i T5 Phone No: (/ r) -) 3c) (-) :5 INSPECTION NO. El Approved per applicable codes. (Inspector: INSPECTION RECORD Retain a copy with permit Date: Dv3 ^06 0 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. fio•5 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: A COMMENTS: Type of Inspection: S6 Address: \ 1 --7 /7/- ) 7/7/4 03 ()I Date Wanted: 4 7 1 — PS 'ID 7A0.--- ?) , , Lev, c.;t4u,J..." }" tit..R 1 s I lie ( 0 cie„,,_ . 7 Prol / 6, .- - Type of Inspection: S6 Address: Date Called: --7 /7/- ) Special Instructions: . Date Wanted: I, , ti a.m. p.m. Requester: (3&_ / S0-6 (21 Phone No: INSPECTION NO. INSPLL. ilON RECORD Retain a copy with permit DOcb PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Eli Approved per applicable codes. El Corrections required prior to approval. Inspector: Date: — 7/7/3 i : : $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee thust be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: ii— ce LU 2 0 U) 0 CO W I LL u j 0 — a F uj Z l-0 Z I- W • W M 0 0 0 — CI I— W u j — L I 0 Z LU CO 1 0 COMMENTS: Type of Inspection: S fo r » Address: v 1 - r I D C 7 - 3_ 03 � SCG , r , -t/ - s' , / ,,,c, P.1 (o-Nn/.45c/ S c0 M s cc £ x KA (sip GI ) g cv 54. - 74) A- ! 7133 5c: r 4 A -i i r(-44p f p . 64- 1 g'' 5) AO l 1=;1_,t _ cv x,..11 r Pa St r 6 A - 14 s Si , / f- iC ( A 1,..4,7 ,,,,„ L.,..)_Q-$ , ,.>. /6,42,51/4-0, ,e,", Project: _J. „ � s B)c Type of Inspection: S fo r » Address: v 1 - r I D C 7 - 3_ 03 Special Instructions: Date Wanted: 7 � 7 -- 03 a.m. Requester: «; w Q he. hi ii Phone No: 20 6- 730 -4530 so INSPECTION RECORD Retain a copy with permit Doi —o60 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 PERMIT NO. Ej Corrections required prior to approval. Inspector: 611 Date: 1 4 ) $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: PO COMMENTS: Type of Inspection: Address: - (; Date Called: 7 / i //& 7/0/4 -�l f.-.r Date Wanted: / I f. 1 / 5(2T ,' 7 j Cf D, v '&66 h-/ /2r' lid (1V & - 02-. . SST GAR rr "t" / Aid -) Gd )t1k1ts,c7` 7t, i_ t5 ---/ 6/ 01.J L (\C /Z- ( 4 , Proje Type of Inspection: Address: - (; Date Called: 7 / i //& Special Instructions: Date Wanted: / I f. 1 / a.m. .m. Requester: I ti / e V Phone No. •2 170 5/: • • INSPECTION RECORD Retain a copy with permit INSPECTION NO. OF TIJKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspector: Date: 7///A3 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspecti Receipt No.: Date: Projec • C J Type of Inspection: i LA Address: I.7560 rc.{G1 '/1, Date Called: i Special Instructions: \, � I-1 c > f ` 17 I / 124 ate Wanted: a.m. P.m. Requester: Phone No: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION r 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. COMMENTS: C ZZ`v 3 a,c,L p1 d1 c, ct Receipt No.: INSPECTION RECORD Retain a copy with permit Corrections required prior to approval. Date: Po OCs0 PERMIT NO. Inspector: Date: - 7/2 TISZ? Ei $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ��yP,r,•,T ,: �,t, �t,;h yet ^ „AV "' -' COMMENTS: Type of Inspection: S .b Address: / oo l(3 Date Called: 011 Special Instructions: Date Wanted: o 7�. V g V.203 C k c6 p -io D-9 4 12-1 5 1 '.. f. ,� ; ` c �_, 4 , A\ O (A P. X? til fit.....;.`. /°> % ali i- 4.i ressc La .+2r "Cti !rC' A La ;k /7 de- Project: � 5 Type of Inspection: S .b Address: / oo l(3 Date Called: 011 Special Instructions: Date Wanted: o 7�. V g Requester: f t jr e Phone No: �? OL- » - 2 o -yam 3 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION RECORD Retain a copy with permit 10.3 -04 PERMIT NO. Approved per applicable codes. J Corrections required prior to approval. El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Inspector: Date: 7/243 Receipt No.: Date: .�r rid.: L` +ii•,y,- ', •r i v Y7�: COMMENTS: / � Ty�o of Inspection: dt/ / CO c ) .-tiJ c LA-P - C -J .1 Lark -) (Pf4 i Al ivs u P f P_ t-e-1„A t +til /tvl i 42. * 4' e ( S iL' ✓c1 e ry y i Special Instructions: 1\ 1 O Q \r n 1 41-e w. NA -- p 0. A l Date Wanted: W..23/6,3 f t A- , ::- y.I! s v 0.4 VA f 0-r 4-0 Request•. r. ney , 6sze r ' 1-1.,,.--0.i L-e. --- "�-- k a /tom R s c l U \ --r v Y ,�/. / 7 3 e. \ 4 ' 0 - - Nr 4 t 6 . ) T" d 0 k , Pe--)/ 1 Plpj$ct: - � � � � y� / � Ty�o of Inspection: dt/ / Add/dress 7 _ /� S 76 • /'N/ L. Date Called: 4) v.7.7-/.3 Special Instructions: 6 Date Wanted: W..23/6,3 a.m. p.m. Request•. r. ney , 6sze .... .<x..,.ia, aaL,L .u,.,,..i.' b [y. µ i i.) c y r,.: . ': y *: ^. f . ..; .iai ? ,. .. . . °'�A'�'1 . �,5� y r�; ' �+.'��3ed�:'i:�.ti �Pi���#u`::2�,,. u�:i 2-- INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. (206)431 -3670 l Corrections required prior to approval. I ector: Date: / / ,�►., sr 1 1,� �.,j.e' . 12 / 2 a / o 7 j, 47.00 REINSPECTION FEE REQUIRED. rior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 1 0. Call to schedule reinspection. Receipt No.: Date: /IS Prct Type of Ip4e� ion: .•- Ad ress: D Called: Special Instructions: \ 1 i 0 D Date Wanted: a.m. La 2( ? eg; Requester Ph ne No: (2o0 1 - 4)57e INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 btoo PER, 0, •46 4,. (206)431 -3670 Approved per applicable codes. b Corrections required prior to approval. COMMENTS: r ire Se Yv4 ` 0-0 v i i C± \ ( (4 VV /9-T ` T..)\, ; •\ Inspect Date: ( O 3 .2_ U $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 0. • 0 . 1 0 • n Opp mot" t 1r 5 � TESC CALCULATIONS INS BUILDING SEATTLE DISTRICT TUKWILA, WA 12201 Tukwi Se CITY OF RECEIVED APR 2 1 2003 PERMIT yTER EY CORPORATION a International Boulevard, 4 Floor ttle, Washington 98168 (206) - 281 -8700 Prepared for: Prepared by: DAVID EVANS AND ASSOCIATES, IN 1620 W. Marine View Drive, Suite 200 Everett, WA 98201 425- 259 -4099 DASC0021 April 21, 2003 CITY Of TUMILA APPROVED MAY 2 9 1003 AS t Et 6 CORRECTION LTR# -i bc3 0 - 3)03-0( 4) :>.A ' at _1.�'�Y} F 2 +' ' '2: . •. "'1 I ;3;�._p't #yJ t fit.'.: ,� �>,, >.,:;�:�� .Y' � ftf . � .� . +::�� t•t' , .., t. ���'::�..���� 'Y.` :'If "47'2 �KCRTS' � I;and:Cover::v, ;M:��4 1 ��� 6.60 Impervious 2.29 Till Grass Immigration and Naturalization Service Seattle District Prepared for: Sabey Corporation Prepared: February 20, 2003 DASC0021* Two sediment ponds will be provided to treat silt -laden runoff from construction activities prior to discharge into Riverton Creek. The south basin will drain to the proposed wet /detention pond, which will be constructed with a temporary dewatering device to facilitate sediment removal. The pond control structure, designed in accordance with the 1998 King County Surface Water Design Manual (KCSWDM), will not be installed until after construction. The calculations for the design of this pond, temporary dewatering device, and permanent control structure can be found in the Appendix. The north basin will drain to a temporary sediment pond located in the north parking area. This temporary pond will be sawcut and excavated into the existing asphalt and also be constructed with a temporary dewatering device. The north sediment pond has been sized to include that portion of the existing lower parking lot that drains to the existing 36" storm drain line (see Figure 1). A backwater analysis for this existing line is provided in the conveyance calculations and can be found in the Appendix. Both sediment ponds have been sized in accordance with Appendix D of the 1998 King County Surface Water Design Manual, using the 2 -year flow rate, developed site conditions, and the King County Runoff Time Series (KCRTS). KCRTS printouts can be found in the Appendix. This report provides the supporting calculations for the sediment pond sizing, dewatering orifices sizing, and conveyance calculations for the permanent and existing storm pipe. A permanent bypass line and portions of the permanent conveyance system for both the north and south basin are to be installed as part of this permit set. This is necessary to control stormwater runoff during the grading phase of construction. Additionally, as mentioned above, supporting calculations for the permanent control structure and the dispersion trench (level spreader) are provided. North Basin Sediment Pond Q = 1.80 from KCRTS See Appendix (KCRTS Input file: Recsed.exc, Time Series Peaks File: Northsed.pks Required SA at the invert of the weir = 2Q2,KCRTS /0.00096 = 3,750 sf 3,824 sf is provided at elevation 12.85 Y1h .. IY, Mtv !}I.Wae"NS�YwyryAty.S {]*' nns+•f- .Yxt ✓1.:. �:h Yn . : �=•.'T��''4]p'....�;�e}ri" ly�I �' f: 'h4 ..�! ;`j&;} A��' t' Yi ^.,:tr,p . -•nV • r- ar -7 - - =Area =.(ac) Lr , r{ ;_ � . ...: .f.::" i: Y^::, f; 'Y:9:a• �• tY: c�rt4 .�" •[rY b t y v .. ti c �. a " fr '� ` ...,y4' ':" "er�Ytlsnw, 4 �,'� y y , � KCRTS' �� s,, ... •.. 1;"^ ] i „w; �'7., i",^ .7 5.03 Impervious 0.81 Till Grass North Pond Dewatering Orifice Sizing As ( 5 A - 0.6 x 3600T(g) A = 3824 ° ' S 2 x 3.5) ° 5 _0.03439 sf 0.6 x 3600 x 24(32.2) D = 24 A° =13.54 A =13.54 x 0.18545 = 2.51 inches or 2 -1/2 inches South Sediment Pond Q2 = 1.29 from KCRTS See Appendix (KCRTS Input file: Recsed.exc, Time Series Peaks File: Southsed.pks Required SA at the invert of the weir = 2Q2,xcRrs /0.00096 = 2,688 sf 6,046 sf is provided at elevation 58.00 South Pond Dewatering Orifice Sizing A (2h) °'S ° s Ao _ 6046(2 x 3.5) ° ' S ° 5 — 0.054378 sf 0.6 x 3600T(g) 0.6 x 3600 x 24(32.2) D =24 =13.54 A = 13.54 x 0.233 = 3.125 inches or 3 -1/8 inches 7C Conveyance Calculations Conveyance calculations for the developed site are presented in the attached spreadsheet to properly indicate contributing basins and pipes. In both the north and south basins, portions of the permanent conveyance system are to be installed under this permit to facilitate control of stormwater runoff during the construction phase. Dispersion Trench (Level Spreader) Sizing KCSWDM Figure 4.2.2.0 requires that 50 LF of trench be provided for every 0.5 cfs of discharge that is to be routed through the trench. The 100 -year discharge from the pond is 1.10 cfs rr 1 cfs(see SouthPond Calculated Outflow). 100 LF of trench will be provided. ... taro....: J.•,..e.„��au.�.cci:JG.J'u.Gti.� `.tiow "SJ..w..J:.l raLl�w. LJ•4Ai�tR3'•4Me.�.P<' M :.:XSSt1Jl+ � ...�� t�,.,J._7.y,t 2 t . ':;Y' �: • t:•� ih} d {t >' `'�'�":4t., :• �;w•. ; Ye '� T.' t[' ::7;1:.,.4 , ',ae4, ; ,, p :3 . � ? .,I+• S gi K , zts .... , 'Predeveloped Basin: � ,,,,. � ° :r., - - .. .. i i-s,„ � , f• � i =,� H t l r�. o ut 4 'Area�(a ` .,� KC RTS'Land .Coven :;,:��; 1. i s a 1 � , 4 .✓ t : 1 :.} <<,,;� :;,,Description : ' I . , i J �!.. 4.'J' 17a 3.46 Till Pasture On -site Area 0.10 Impervious 34 / 126 0.14 Impervious South Trib Area (Homes) 0.93 Till Forest South Tributary Area (wooded) r.a 7' r 1 �. L „ ; .�7 � r . � � , s i .g .. ; .S1 ,.. .� . i ,' I \ , ` t " . ..,.,,• R "l H.:i ' ?i4 ^ ,�f � l d•• :Basin �' • ��:1,.. ,;,., },� ., v . , f,,. . , Deve ope „ - , ;. , ;`i, . :. a; � , 1�Frl`4at -i∎L `.n:•.r,•,V .isia5l: tw `.I Area a .,.. ( ); ' , �y L' , tti +; *:,4 � ;I ., - ;X:. I.:' T S I:arid Cover i. ��� �: t' i'. a ;,, : * 1f a,r • , ..�...r - .: D escri ption , ... -s 0.81 Till Grass Parking Areas, S/W 2.75 Impervious Landscape Areas 0.14 Impervious South Trib Area (Homes) 0.93 Till Forest South Tributary Area (wooded) Overflow Calculations (see attached. Riser Inflow Curves nomograph) 1. North Sediment Pond Quoo = 3.60 cfs, 18" out -0 0.42' ok 2. South Sediment Pond Quoo = 2.55 cfs, 15" out -> 0.35' ok 3. South Detention Pond Quoo= 1.10cfs,15 " out -> 0.21' ok Permanent South Detention Pond Sizing The design of the permanent wet/detention pond, for the south basin, will be addressed in the full Technical Information Report for the project. The calculations and printouts from KCRTS have been included in this report for clarity. The basin area for the permanent south pond includes the improvements to S 126 Street and 34` Avenue S and a offsite tributary area to the south. The area to the south will be routed through the proposed detention pond with no change. The table below summarizes the input data for time series generation. Approximately 1.07 acres of offsite are to the south has been included (0.14 ac + 0.93 ac). TIC NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Recsed. exc KCRTS Program... File Directory: C:\KCJWDM\KC_DATA\ [C] CREATE a new Time Series ST 0.00 0.00 2.29 0.00 0.00 0.00 0.00 6.60 NorthSed.tsf T 0.00 0.00 0.81 0.00 0.00 0.00 0.00 5.03 SouthSed.tsf T 0.00 0.000000 Till Forest 0.00 0.000000 Till Pasture 0.00 0.000000 Till Grass 0.00 0.000000 Outwash Forest 0.00 0.000000 Outwash Pasture 0.00 0.000000 outwash Grass 0.00 0.000000 Wetland 0.00 0.000000 Impervious 1.00000 T [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies northsed.tsf NorthSed.pks [R] RETURN to Previous Menu [C] CREATE a new Time Series ST 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 1.00000 T [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies southsed.tsf Southsed. plus [.3 RETURN to Previous Menu Page 7.5 Till Forest Till Pasture Till Grass Outwash Forest Outwash Pasture Outwash Grass Wetland Impervious L :, TCk* fS4Z4 WW1, me IP Northsed.pks Flow Frequency Analysis Time Series File:northsed.tsf Project Location:Sea -Tac 1 11 - -- Annual Peak Flow Rates --- Flow Frequency Analysis 'i- z _ 6D Flow Rate Rank Time of Peak - - Peaks - Rank Return Prob v v 0 (CFS) (CFS) Period 0 1.80 6 2/09/01 2:00 3.60 1 100.00 0.99 w H 0 1.51 8 1/05/02 16:00 2.46 2 25.00 0.96 w w 0 0 2?- 2.16 3 2/27/03 7:00 2.16 3 10.00 0.90 g Q . 0 D 1.69 7 8/26/04 2:00 2.02 4 5.00 0.80 N O I-- Ili 0 2.02 4 10/28/04 16:00 1.92 5 3.00 0.66 Z F- 1- 0 7 w 1-- 7..92 5 1/18/06 16:00 1.80 6 2.00 0.50 w 0 U 0 2.46 2 10/26/06 0:00 1.69 7 1.30 0.23 0 0 H 1 3.60 1 1/09/08 6:00 1.51 8 1.10 0.09 H v 1 Computed Peaks 3.22 50.00 0.98 -1 0 o O 1- Z Page 2 i Southsed.pks Flow Frequency Analysis Time Series File:southsed.tsf Project Location:Sea -Tac Q - -- Annual Peak Flow Rates - -- Flow Frequency Analysis ~ w Y Y re Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob v U O (CFS) (CFS) Period co 0 1.29 6 2/09/01 2:00 2.55 1 100.00 0.99 co H 0 u. 1.11 8 1/05/02 16:00 1.85 2 25.00 0.96 CO o o 2� 1.56 3 12/08/02 18:00 1.56 3 10.00 0.90 g Q 0 N D 1.27 7 8/26/04 2:00 1.51 4 5.00 0.80 -±0 E- 0 1.51 4 10/28/04 16:00 1.38 5 3.00 0.66 ? I.- 7 Wo 1.38 5 1/18/06 16:00 1.29 6 2.00 0.50 j o 0 1.85 2 10/26/06 0:00 1.27 7 1.30 0.23 o 2 1 2.55 1 1/09/08 6 :00 1.11 8 1.10 0.09 H v 1 1- Computed Peaks 2.32 50.00 0.98 z 0 w U N O z Page 4 7 Recotdso.exc KCRTS Program...File Directory: C: \KC SWDM \KC DATA\ [C] CREATg a new Time Series ST 0.93 3.46 0.00 0.00 0.00 0.00 0.00 0.24 Presouth.tsf T 1.00000 T [C] CREATE a new Time Series ST 0.93 0.00 0.00 0.00 0.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.89 0.00 Devsouth.tsf T 0.00 0.000000 Till Forest 0.00 0.000000 Till Pasture 0.00 0.000000 Till Grass 0.00 0.000000 Outwash Forest 0.00 0.000000 Outwash Pasture 0.00 0.000000 Outwash Grass 0.00 0.000000 Wetland 0.00 0.000000 Impervious 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 1.00000 T [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies presouth.tsf Presouth.pks (P] Compute PEAKS and Flow Frequencies devsouth.tsf Devsouth.pks [R] RETURN to Previous Menu [F] Size a Retention /Detention FACILITY Manual Design Southpond.rdf S Route Time Series 0 Return to Main Menu Page .'$ Till Forest Till Pasture Till Grass Outwash Forest Outwash Pasture Outwash Grass Wetland Impervious SUIJA ?T4.+,V.iS.i Llf:W . gag) Presouth.pks Flow Frequency Analysis Time Series File:presouth.tsf Project Location :Sea -Tac z x i- ---- Annual Peak Flow Rates - Flow Frequency Analysis `~ w re 2 - 6D Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob v o (CFS) (CFS) Period co 0.340 2 2/09/01 15:00 0.598 1 100.00 0.99 J = 0 1-" 0 .157 7 1/05/02 16:00 0.340 2 25.00 0.96 w O. 0 2? 0,326 3 2/28/03 3 :00 0.326 3 10.00 0.90 g Q 0 0.075 8 8/26/04 2:00 0.311 4 5.00 0.80 CO 1 a �w 0 0.188 6 1/05/05 8:00 0.295 5 3.00 0.66 Z1•-. 1-0 7 z 1- 0.311 4 1/18/06 16 :00 0.188 6 2.00 0.50 w 0 v Ca 0.295 5 11/24/06 4:00 0.157 7 1.30 0.23 0 H 1 0.598 1 1/09/06 6:00 0.075 8 1.10 0.09 m U 1 LL. 1- Computed Peaks 0.512 50.00 0.98 - O z 0 U O Page _el gai 4g4 z DevsoUth.pks Flow Frequency Analysis Time Series File :devsouth.tsf Project Location: Sea --Tac - -- Annual Peak Flow Rates - -- Flow Frequency Analysis Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.810 6 2/09/01 2:00 1.61 1 100.00 0.99 0 0.669 8 1/05/02 16:00 1.07 2 25.00 0.96 0 0.962 3 2/27/03 7:00 0.962 3 10.00 0.90 0 0.735 7 8/26/04 2:00 0.879 4 5.00 0.80 0 0.879 4 10/28/04 16:00 0.865 5 3.00 0.66 7 0.865 5 1/18/06 16:00 0.810 6 2.00 0.50 0 1.07 2 10/26/06 0:00 0.735 7 1.30 0.23 1 1.61 1 1/09/08 6 :00 0.669 8 1.10 0.09 1 Computed Peaks 1.43 50.00 0.98 0 Page or 10 SNdA3 QIAUG Wd E002 — 2* fdd 0 0 Rdout.pks Flow Frequency Analysis Time Series File:rdout.tef Project Location:$ea -Tac ---Annual Peak Flow Rates -- -- Flow Frequency Analysis Flow Rate Rank Time of Peak (CFS) 0.526 2 2/09/01 19 :00 0 0.149 7 1/06/02 5:00 0.283 5 2/28/03 7:00 0.147 0 0.188 7 0.316 0 0.326 1 1.10 1 Computed Peaks 0 8 8/24/04 0 ;00 6 1/05/05 14 :00 4 1/18/06 22:00 3 11/24/06 7:00 1 1/09/08 10 :00 Page 1 - - Peaks - - Rank Return Prob (CFS) (ft) Period 1.10 4.14 1 100.00 0.99 0.526 0.326 0.316 0.283 0.188 0.149 0.147 0.907 4.04 4.00 3.83 3.39 2.68 1.66 1.62 4.11 2 25.00 0.96 3 10.00 0.90 4 5.00 0.80 5 3.00 0.66 6 2.00 0.50 7 1.30 0.23 8 1.10 0.09 50.00 0.98 Retention /Detention Facility Type of Facility; Detention Pond Side Slope: 3.00 H:1V Pond Bottom Length: 93.95 ft Pond Bottom Width; 46.98 ft Pond Bottom Area; 4413. sq, ft Top Area at 1 ft. FE: 9541. sq. ft 0.219 acres Effective Storage Depth: Stage 0 Elevation; Storage Volume: Riser Head: Riser Diameter: Number of orifices: Orifice # Height (ft) 1 0.00 Stage (ft) 0.00 0.02 0.04 0.06 0,09 0.11 0.13 0.15 0.17 0.19 0,29 0.39 0.49 0.59 0,69 0.79 0.89 0,99 1.09 1,19 1.29 1.39 1.49 1.59 1.69 1.79 1.89 1.99 4.00 ft 58.00 ft 25186. cu. ft 0.578 ac -ft 4.00 ft 18.00 inches 2 Full Head Pipe Diameter Discharge Diameter (in) (CFS) (in) 2.06 0.230 2 2.68 1.76 0,096 4.0 Top Notch Weir: None outflow Rating Curve; None Elevation Storage Discharge Percolation Surf Area (ft) (cu, ft) (ac -ft) (cfs) (cfs) (sq. ft) 58.00 0. 0.000 0.000 0.00 4413. 58.02 88. 0.002 0.017 0.00 4430. 58.04 177, 0.004 0.024 0.00 4447. 58.06 266. 0,006 0,029 0.00 4464. 58.09 401. 0.009 0.034 0,00 4490. 58.11 491. 0.011 0,038 0.00 4507. 58,13 581. 0.013 0.041 0.00 4524. 58.15 672. 0.015 0.045 0.00 4541. 58.17 763. 0.018 0.048 0,00 4558. 58.19 854. 0.020 0.051 0.00 4575. 58.29 1316. 0.030 0,062 0,00 4662. 58,39 1706. 0.041 0.072 0.00 4749. 58.49 2266. 0.052 0.081 0.00 4836. 58.59 2754. 0.063 0.089 0.00 4925. 58.69 3251. 0.075 0.096 0.00 5014. 58.79 3756. 0.086 0.102 0,00 5104. 58,89 4271. 0.098 0.109 0.00 5194, 58.99 4795. 0.110 0,115 0.00 5286. 59.09 5328. 0.122 0.120 0.00 5378. 59.19 5B71. 0,135 0.126 0.00 5471. 59.29 6423. 0.147 0.131 0.00 5564. 59.39 6984. 0,160 0,136 0.00 5658. 59.49 7554. 0.173 0.141 0.00 5753. 59.59 8134. 0,187 0.145 0.00 5849. 59.69 8724. 0.200 0.150 0.00 5945. 59.79 9323. 0.214 0.154 0.00 6042. 59.B9 9933. 0.228 0.156 0.00 6140. 59.99 10551. 0.242 0.162 0,00 6239. 1 4b lg .V[N'4!'eY,'iF,l:.#:riR44/: 4 2.09 60.09 11180. 0.257 0.166 0,00 2,19 60.19 11819. 0.271 0.170 0.00 2,29 60.29 12468, 0,286 0.174 0.00 2.39 60.39 13127. 0.301 0.178 0,00 2.49 60.49 13796. 0,317 0.182 0.00 2.59 60,59 14475. 0.332 0.185 0,00 2.68 60.68 15095. 0.347 0.188 0.00 2.70 60,70 15234. 0.350 0.190 0.00 2.72 60.72 15374. 0.353 0.192 0.00 2,73 60.73 15444, 0.355 0.196 0.00 2,75 60.75 15584. 0,358 0.201 0.00 2.77 60.77 15724. 0.361 0.207 0,00 2.79 60.79 15865. 0.364 0.215 0.00 2.81 60.81 16006. 0,367 0.223 0.00 2.83 60,83 16148. 0.371 0.225 0.00 2.84 60.84 16219. 0.372 0.228 0.00 2.94 60.94 16935. 0,389 0.240 0.00 3.04 61,04 17661. 0.405 0.251 0,00 3,14 61.14 18398. 0,422 0.261 0.00 3.24 61.24 19146. 0.440 0.270 0.00 3.34 61.34 19904. 0.457 0.279 0.00 3.44 61.44 20673. 0.475 0.287 0,00 3.54 61.54 21454. 0.493 0.294 0.00 3.64 61.64 22245. 0.511 0.302 0.00 3.74 61.74 23047, 0.529 0.309 0.00 3.84 61.84 23861. 0.548 0.316 0.00 3.94 61.94 24686. 0.567 0.322 0.00 4.00 62.00 25186. 0,578 0.326 0.00 4.10 62.10 26029. 0.598 0.794 0.00 4.20 62.20 26883, 0.617 1.650 0.00 4.30 62.30 27749. 0.637 2.750 0.00 4.40 62.40 28626. 0.657 4.050 0.00 4.50 62.50 29515. 0.678 5.520 0.00 4.60 62.60 30416. 0.698 6.950 0.00 4.70 62.70 31328, 0.719 7.490 0.00 4.80 62.80 32252. 0.740 7.980 0.00 4.90 62.90 33188. 0,762 8.450 0.00 5.00 63,00 34136. 0.784 8.890 0.00 5.10 63.10 35096. 0.806 9.310 0,00 5,20 63.20 36069. 0.828 9.720 0.00 5.30 63.30 37053. 0.851 10.100 0.00 5.40 63.40 38050. 0.874 10.470 0.00 5.50 63.50 39059. 0.897 10.830 0.00 5,60 63.60 40081. 0.920 11.180 0,00 5.70 63.70 41115, 0.944 11.510 0.00 5.80 63.80 42161. 0,968 11,840 0.00 5,90 63.90 43220. 0.992 12.160 0.00 6,00 64.00 44292. 1.017 12.470 0.00 Hyd Inflow Outflow Target Calc 1 1.61 *** ** *'* 1.10 2 0.81 * * * * * ** 0,53 3 0.82 0,33 0.33 4 0.86 * * * * *k* 0.32 5 0.96 * * * * * ** 0.28 6 0.52 0.19 0.19 Peak Stage 4.14 4.04 4.00 3.83 3.39 2.68 Elev 62.14 62.04 62.00 61.63 61.39 60.68 f '`✓ Storage (Cu -Ft) (Ac -Ft) 26334. 25545. 25173. 23808. 20324. 15088. 0.605 0,586 0.578 0.547 0.467 0.346 6338. 6438. 6538, 6640. 6742. 6845. 6938. 6959. 6980. 6990, 7011. 7032. 7053. 7074. 7095. 7105. 7210. 7317. 7423. 7531. 7639. 7748. 7858. 7968. 8079. 6191. 8304. 8372. 8485. 8600. 8715. 8831. 8947. 9065. 9183, 9301. 9421. 9541. 9662. 9784. 9906. 10029. 10153. 10277. 10403. 10529. 10655. 10783. 7 0.67 * * * * *** B 0.74 * * * * * ** Route Time Series through Facility Inflow Time Series File;devsouth.tsf Outflow Time Series File:rdout Inflow /Outflow Analysis Peak Inflow Discharge: Peak Outflow Discharge; Peak Reservoir Stage: Peak Reservoir Elev: Peak Reservoir Storage: Flow Frequency Analysis Time Series File:rdout,tsf Project Location:Sea -Tee - -- Annual Peak Flow Rate Rank (CE'S) 0.526 0,149 0.263 0.147 0,188 0.316 0.326 1.10 Computed Peaks 0.15 1.66 59.66 8570. 0,15 1.62 59.62 8329. Flow Rates-- - Time of Peak 2 2/09/01 19:00 7 1/06/02 5;00 5 2/28/03 7:00 6 8/24/04 0:00 6 1/05/05 14:00 4 1/18/06 22:00 3 11/24/06 7:00 1 1/09/08 10:00 1.60 CFS at 6 :00 on Jan 9 in Year 8 1.10 CF$ at 10:00 on Jan 9 in Year 8 4.14 Ft 62.14 Ft 26334. Cu -Ft 0.605 Ac -Ft Flow Frequency Analysis - - Peaks - - Rank Return Prob (CFS) (ft) Period 1.10 4.14 1 100.00 0,990 0.526 4.04 2 25.00 0.960 0.326 4.00 3 10.00 0.900 0.316 3.83 4 5.00 0.800 0,283 3.39 5 3.00 0.667 0.188 2,68 6 2.00 0.500 0.149 1,66 7 1.30 0.231 0.147 1.62 8 1.10 0.091 0.907 4.11 50,00 0,980 . .,...,n Y✓. 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Airsay.........• ••=11 MIMI 110•1•1111111111=1■ININ .....=== MIN mitmo.”.•■■ MI 101:411■11■11ONNINIIIIIIM 11111.1•11111111MINIMMIMMILMIIIIMIIIMIIIIIIIMIIIIIIIMINIIINIMINIIIIIIIIIMINIMENII • .................................1.......m. ' • ONNIMINNIM if/ 174 f rAt VA ANNIN 1 . MUM ; , 11111111111 . = MN MI IMIENIMIIMIMMMIIIIMI . . , • N11111111111 =MI IMMO MEM= NMI Ar FirA11111111111111111111111=11111111,111111 111111111•1111•111•11 , I 1 a r. 0.'5 HEAD i • 0 5 0 7 1.0 10 IN FEET (measured from crest of riser) KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 4.4.7J RISER INFLOW CURVES 100 10 6 1 o. 6 Weir Flow Orifice Flow dame •■■■• SOURCE: usDA-Scs 0 A/. O 1ER 52 9,739 IDH 52 O oRiric5 — 3.782 D94 o in cis, D and H in feet . 4,4.7-10 36 33 30 27 24 21 18 15 12 10 1/90 15 IWANNON.$11414*414,1404§4,9,N4ft.11=tztrw4=0,„4.1,„, S N CI I Ada 14clEE : 2 6002 ' eickl NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. April 21, 2003 E- 2579 -44 Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168 -5121 Attention: Mr. Haynes Lund Subject: Reference: Dear Mr. Lund: Earth Consultants, Inc. Ck• Nvc'Illli('ilI t 11gin(Y•rs. (i(Y(I((gists H I. 1\'ir(M1111eI11ilI Scientists Cfxlstrtk'Ii(H1 Testing & ICI % %';VH) Ins;rCti(ln Ser\'Iccs ECI Response Building Review Comments INS Retaining Walls Tukwila, Washington Reid Middleton Review Comments Dated April 2, 2003 • Reid Middleton Comment 2 Established 1975 FILE COPY CITY Of TUi(Wp.A APPROVED MAY 2 9 2003 v 4b, AS WO In accordance with your request, Earth Consultants, Inc. (ECI) has reviewed the referenced review comments. The pertinent review comments followed by our response are presented below. Certain parameters for the design of the gravity modular retention structures are not clear. A batter of 1:10 and a minimum embedment below grade of 1' -6" are proposed at Details 2.6 and 2.7/SM2. However, for the 7' -6" design, the calculations assume a 2' -0" embedment. For both the 7' -6" and 10' -0" designs, a vertical wall surface is assumed. Substantiating data should be submitted to verify structural capacity. The 7' -6" gravity wall has been recalculated using a 1' -6" embedment. The calculations for the 1' -6" embedment are attached to this response. With regard to the batter, both the 7' -6" and 10' -0" walls were calculated using a vertical batter. This provides added stability and conservatism to the design, since the actual gravity walls will be constructed with a batter. Doi -o60 1805 136th Place N.E., Suite 201, Bellevue, WA 98005 Bellevue (425) 643 -3780 FAX (425) 746.0860 Toll Free (888) 739.6670 S wJNOL:ditifieia;r.+ aU(re.+ii:tlr.vWtect'' r vwHsc'ws*'s•. X44874 .es.m+'i:nn)r1'!1.'A4'nA+ Sabey Corporation April 21, 2003 • Reid Middleton Comment 3 A parameter for the design of the keystone modular retention structures is not clear. A batter of 8.8 degrees is specified at the Typical Wall Detail on Sheet SK1 but a batter of 7.1 degrees is assumed in the calculations. Substantiating data should be submitted to verify structural capacity. ECI Response The calculations that include an 8.8 degree batter have been attached to this response. We trust this information meets your current needs. If you have any questions, or if additional information is required, please call. Sincerely, EARTH CONSULTANTS, INC. rEX0PFS 7 i7$t/ zoo L{ 4 Earth Consultants, Inc. 2 Raymond A. Coglas, P.E. Project Manager RAC /csm Attachments: Calculations — Gravity Wall (1' -6" Embedment) Calculations — Keystone Wall (8.8 Degree Batter) lam iJ 1 1 r' AY - 9 2003 ' l� L 1 RHO MIDDLET(•) n E- 2579 -44 Page 2 Gravity Wall Calculations 7.5 Foot Wall Project Description: INS Building ECI Job No. E- 2579 -44 February 26, 2003 ges11 S A \L.. 2.00 3 Wall height will be 75 feet maximum Grade above wall will level The blocks will consist of Lock - Blocks manufactured by "Ultra- block" which have typical dimensions of 2.5 feet high, 2.5 feet wide, and 5.0 feet long Soil Conditions: Wall backflll will consist of native and imported silty SAND with gravel Soil in front of wall will be native soil The area below wall will be level Lock -Block Wall Dimensions ' PI r`n Dy Height of wall -- 7.5 feet (three blocks high) Design wall height 44:;0iE1i()) H := He +Hemb +Boin(a) C:'1k1 H = 7.5 Top width of wall B =2.5 Inclination of ground slope behind wall measured from horizontal plane (3: = 0•deg Inclination of back of wall measured clockwise from horizontal plane atan B b — B t) - 18.43 adeg 0 :=90+ a — 18.43 H 003-O(aO H =7.5 _ . ' • Wall batter measured from vertical -- wall vertical, no batter `;,' a : =0.deg Wall embedment Hemb : =1.5 •�"'' Exposed vertical wall height CITY Of TUKWIU1 H := Hw.cos(a)— Hemb APPROVED H = 6 Bottom width of wall B b :=5 MAY 2 9 2003 0= 7157,: , r" Li L' MAY - 9 2003 [ 1 fit i ll M Determination of Earth Pressures and Surcharge Loading BackfllI soil unit weight y : = 135 1 — Friction angle of retained soils w Q 2 :=30.deg J Inclination of back of wall measured from horizontal plane co o CO ILI 0 :=71.57.deg J Angle of Backflll to Wall Interface with Soil 2.74•deg Wall batter measured from the vertical a : = 0•deg Friction between concrete Lock -Block and soil 6 :=28.deg K : =.33 Resultant of active earth pressure K a •y•H 2 P := 2 Horizontal Component of P P := P•cos(90•deg— 0 +6) Vertical Component of P P P•sin(90•deg— 0 +6) P = 1252.97 P H = 863.6 P v = 907.82 Mass Unit Area x'I y'I Weight Mass Moment x' Mass Moment y' Sq. ft ft ft k/ft k- ft/lin foot k -ft/lin foot Block 1 12.5 2.5 1.25 1.75 4.375 2.19 Block 2 6.25 1.25 3.75 1.75 4.375 6.56 Block 3 6.25 1.25 6.25 0.875 0.9375 5.47 Soil 1 12.5 3.75 5 1.5 5.6 7.5 Total 16.25 5.875 15.2875 21.72 x' 2.60 y' 3.70 Evaluation of External Stability Calculate Center of Gravity for Wall by taking moments of all resisting masses about the toe of the wall and then dividing sum of resisting moments by weight of wall In x'y' planes: Horizontal distance of "O" measured from toe in x'y' coordinates x' : =2.60 Vertical distance of "O" measured from toe in x'y' coordinates y' : = 3.70 Weight of wall and soil resisting overturning W : =5875 Horizontal arm of W measured from toe in XY planes a := cos(a)•(x'+y'•tan(a)) a = 2.6 Vertical arm of PH measured from toe in XY planes b := H B b•sin(a) b = 2.25 3.34 Horizontal arm of Pv measured from toe in XY planes e : =B b•sin(90•deg- a) - 3.3 H 4 •tan(90•deg- 8) e = 4.25 Evaluation of Overturning Stability Resisting Moment MR := Wa +P�e M 19134.78 Driving Moment Md: =P Md= 1939.21 a?. 6 U Factor of Safety against overturning v o co M w R J = FSo : =M FSo =9.87 co u_ d W Seismic Driving Moment co a' M d := (P H•b) + 1139+ 427 M ds = 3505.21 = ' Z � Factor of Safety against overturning Z O � M 2 FS � os M R FS U� ds O I— WW H 0 r- U O W Z U O ~` Z Evaluation of Sliding Stability Coefficient of friction between wall and foundation soil F := tan(8) Reaction at the base of wall N := W•cos(a) + P v •cos(a) + P H•sin(a) K : =350 Sum of forces providing resistance to sliding F r : =N•F+ W•sin(a)+P v •sin(a)+ Kp.H emb Sum of forces driving the wall in sliding F :=P Factor of Safety against sliding F FS : =F d Seismic Sum of forces driving the wall in sliding F d := (P H•cos(a)) + 1139+ 427 Factor of Safety against sliding F FS :— F ds F = 0.53 F 4131.49 F d = 863.6 FS =4.78 F d = 2429.6 FS = 1.7 w «e 4w: nA C+ cr. •. "wu swan , -1.1d ' Evaluation of Bearing Capacity and Foundation Stability Width of wall fooling B f: =B b +0.5 Soil unit weight for bearing soil y; =135 Friction angle of bearing soil $ := 34.deg Soil cohesion c : =0 Surcharge q : = y' (Hemb+ 0.5) q = 270 Bearing Capacity Factors from table 4.4.7.1A, AASHTO 1995 N =42.16 N ; =29.44 N ; =41.06 Ultimate Bearing Capacity q ult : =c•N t-"APB fNy+q•N Allowable Bearing Capacity q ult gall' 3 q ult = 23192.33 q all = 7730.78 Eccentricity and Bearing Pressures Summing moments about the center of the footing base Z N: =W•cos(a)- }- P +PH•sin(a) N= 6782.82 1 N =N•cos(a) N 6782.82 CC W NH:= N•sin(a) N 0 U 0 Horizontal distance of normal force from toe J H U) u_ W•a.i- P v •e- P H •b w p . X X= 2.54 g N g 5 u. Q Eccentricity of the base reaction from the center of base of wall measured = d along the plane parallel to the base of the wall 1— _ I-0 zI— LL/ D U� Bb X X 2.Bb 0 E- = 1.67 -2.54 B b - -2.46 -333 =W . 3 cos(a) cos(a) 3 U -O ..z U= O E.- Bb X e .= 2 cos(a) B b 5 X 3 cos(a) 1.67 -2.54 Maximum bearing pressure N 6. e x g max : =— 1 Bb Bb Minimum bearing pressure _ N 6.e gmin — 1 ' -B b B b B X b b cos(a) 3 and 2.465..3.33 and q max = 1299.32 g min = 1413.81 e x = - 0.04 z CITY Of TUKWILA APPROVED MAY 29 20U3 NOG TESC CALCULATIONS INS BUILDING SEATTLE DISTRICT TUKWILA, WA I tinderstnil that the Plan Che.ck approvals are • error eiv.1 rrnis7:ion s.nprov Pi eparedf01..; . • no, • 'e the oi :ceipt 01" SABEY 12201 Tukwila International Boulevard, 4 Floor Seattle, Washington 98168 (206)-281-8700 EXPIRES 10 / 14 / pr 1 Prepared by: DASC0021 February 20, 2003 DAVID EVANS AND ASSOCIATES, INC. 1620 W. Marine View Drive, Suite 200 Everett, WA 98201 425-259-4099 26 2003 .. ..SID MIDDLETON Elf vE 20 i 0 3 OF Tuio CENTER 44trowo.„3 DO 3- 0 (00 ti North Basin Sediment Pond Drainage Area Hyd Method: SBUH Hyd Loss Method: SCS CN Number Storm Dur 24.00 hrs Area Pervious 6.80 ac Total 6.80 ac Supporting Data: Pervious CN Data: Immigration and Naturalization Service Seattle District Prepared for: Sabey Corporation Prepared: February 20, 2003 DASC0021 Two sediment ponds will be provided to treat silt -laden runoff from construction activities prior to discharge into Riverton Creek. The south basin will drain to the proposed wet/detention pond, which will be constructed with a temporary dewatering device to facilitate sediment removal. The north basin will drain to a temporary sediment pond located in the north parking area. This temporary pond will be sawcut into the existing asphalt and also be constructed with a temporary dewatering device. Both sediment ponds have been sized in accordance with Appendix D of the 1998 King County Surface Water Design Manual, using the 2 -year flow rate, a bare earth land cover, and the SBUH methodology (Type 1 A distribution). This report provides the supporting calculations for the sediment pond sizing, dewatering orifices sizing, and conveyance calculations for the permanent storm pipe design. A permanent bypass line and portions of the permanent conveyance system for both the north and south basin are to be installed as part of this permit set. This is necessary to control stormwater runoff during the grading phase of constriction. Area = 6.80 acres, Qio = 1.30 from SBUH Required SA at the invert of the weir = 2Q1o,sButi /0.00096 = 2,708 sf CN 87.00 TC 0.11 hrs 87.00 6.80 ac Pervious TC Data: Flow type: Length: Slope: Coeff: Travel Time Sheet 150.00 ft 10.00% 0.05 3.74 min Shallow 1000.00 ft 18.00% 13.00 3.02 min Page 1 of 6 BasinID Peak Q (cfs) Peak T (hrs) Peak Vol (ac -ft) Area Ac Method /Loss Raintype Event SouthSed 0.63 8.00 0.2453 3.25 SBUH /SCS TYPE1A 2 yr BasinlD Peak Q (cfs) Peak T (hrs) Peak Vol (ac -ft) Area ac Method /Loss Raintype Event NorthSed 1.30 8.00 0.5132 6.80 SBUH /SCS TYPE1A 2 yr Basin Event Summary: 3,318 sf is provided North Pond Dewatering Orifice Sizing _ A , (2h)° 5 A0 0.6x 3600T(g) ° ' S D= 24 A ° =13.54 A = 13.54 x 0.172749 = 2.34 inches or 2 -5/16 inches 2r South Sediment Pond Area = 3.25 acres, _ Q = 0.63 cfs from SBUH Minimum SA at the invert of the overflow = 2Q2,sBuH /0.00096 = 1,313 sf Drainage Area Hyd Method: SBUH Hyd Loss Method: SCS CN Number Storm Dur 24.00 hrs Area Pervious 3.25 ac Total 3.25 ac Supporting Data: Pervious CN Data: CN 87.00 Pervious TC Data: Flow type: Length: Slope: Coeff: Travel Time Sheet 300.00 ft 22.00% 0.05 4.75 min Shallow 500.00 ft 2.00% 13.00 1.37 min Basin Event Summary: 6,046 sf is provided at elevation 58.00 87.00 3.25 ac A0 _ 3318(2 x 3.1 ° 5 _0.02984 sf 0.6 x 3600 x 24(32.2) TC 0.10 hrs Page 2 of 6 .. • South Pond Dewatering Orifice Sizing A (211)" 60462 x 3.5) A� = o s Av = — 0.054378 sf 0.6 x 3600T(g) ' 0.6 x 3600 x 24(32.2)°.5 z = Z ' w re D 2 = 24 = 13.54 A = 13.54 x 0.233 = 3.125 inches or 3 -1/8 inches v . 0 0 u) O Conveyance Calculations w = J I- N u . Conveyance calculations for the developed site are presented in the attached spreadsheet w 0 to properly indicate contributing basins and pipes. In both the north and south basins, portions of the permanent conveyance system are to be installed to facilitate control of stormwater runoff during the construction phase. I a = w z� � z � Page 3 of 6 ,,.e._,._ ,_ t.x .... ...... 1:. ,��w ....w:n:.l.:t�.! .t ,.r,;..ti ,.a ✓, i r . `? d 4.. z Ca 4:t J E cra NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. • Project: INS Pr'oj: No.: 2579.44 Design Parameters Soil Parameters c psf 'Reinforced Fill: 30 • 13 Retained•Fill: 30 •0 • •Foundation Fill: 35 0 Reinforce Fill Type: -Silts &sands Unit Fill: Crushed •Stone, F inch - minus •Factors of Safety Sliding 1.50 Pullout: 1;50 Connection Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd SG200 2725 1.61 1.10 Analysis: 4 Foot Wall • Unit Type: LevelingPad: • Wall-Ht: • • Level•Backfill • Surcharge: LL— Offset= 1.00 ft; Load Width= 100.00 ft Results:* Sliding Factors of Safety: 3.07 Calculated. Bearing - Pressure: 615- psf Eccentricity at -base: - 0:11 - ft Reinforcing: (ft & lbs/ft). • Calculated Layer- Height Length- Tension Reinf: Type 2 2.67 5.0 264 SG200 1 0:67 5.0 313 SG200- Reinforeing- Quantities (no-waste-included): SG200-: 1.11 sy/ft Pref: Embed. / HingeHt./ Standard 2 :5 in Crushed Stone - 4. 00 ft KEY•STONE:RETMIiNG W DESIGN - - Based rnrRankine (modified) Methodology .3...'L3 WY OF TNY4IU APPROVED MAY 29 C :\Program Files\Keywall 200.11INS Site.kwp Overturning Uncertainties: Peak: -0 --psf uniform surcharge Y- pcf 135 135 125 • Case: Case•19 • Wall:Batter - 8:8Q deg: .embedment •2.00 ft 1FY. �l�rq�• ua.�a+rY+waA'SX!.!i�ris.��4s :.p. =. fo-r:�. +, ^xr:•!.; s,���u.s��; • Date:-2 /27/03 By: -RAC 2.00 Bearing 1 :50 • •1:50 • Serviceability: DL -- 250 psf uniform-surcharge Overturning Bearing Shear 9:4 - 1 37.9-7 16 :33 Allow Peak Serviceablity Tension Connection Connection - Tal• Td- Tsc 933 ok 694-ok N/-A 93-3-ok 901 ok N/A ( % of Rein: Strength-Used = 31 % ) - 1 - EARTH CONSULTANTS-INC /2 , •2.00 WA RFid • LT-DS FS Tat • --Cl • --Ctls- 1.10 • •13 •1 :50 • 933 ••0 :80- • • 0 :80- Bending 5 :1 FILE COPY • lerstand tha tii.- '" :are (:i :•c� row • to e:r i:.rs 1 1 • ,..,, • •• '. �.1 ^`�. � . '�. CAS. •' ? ',%' ... ;t� ".'i�l . i .. . . 4,.. poi -aro page Pullout FS• 3.13-ok 6:04 ok of • •A COMPANY Project: INS Prof. No.: 2579 -44 Design Parameters •Soil•Parameters •• c •psf 7..L... Reinforced Fill: 30 ••0 •135 Retained Fill: • 30 -0 135 Foundation Fill: 15 0 125 • - Reinforce Fill Type: Silts &-sands Unit Fill: Crushed Stone; 1 inch minus Peak Acceleration =036 g Vertical Acceleration =.0 :00 g •Factors of Safety(seismic are 75 % -of static) Sliding: 1.50 /1.13 Overturning: • -Pullout: • 1.50/•1•13 • - Uncertainties: Connection Peak : - Reinforcing Parameters: Strata- Grid-Geogrids Tult RFcr RFd SG200 2725 1.61 1.1& Analysis: 4 Foot Wall - • Unit Type: Levelin•Pad- Wall Ht Level Backfill Surcharge: LL -- Seismic Standard 21%5 -in- Crushed •Stone 4.00 ft Results: Factors of Safety: •Calculated 537/61g Eccentricity at base : --0.08 ft/0:00-ft Reinforcing: (ft& lbs /ft) Calculated Layer Height Length Tension ••Reinf. Type 2 2.67 5.0 167' / S0200 1 0.67 5.0 244 / 546 SG200 ReinforcingQuantities included): SG200: 1.11 sy /ft Pref: Embed,/ HingeHt./ C :\Program Files\Keywall 2001\INS Site.kwp . 'YSTONI 11 . • :3ased:on - Methodology .3 :1.3 SEISMIC DESIGN •.(display.• static /seismic) RFid ••LIDS -•FS- 1.10 •1399• 1:50 • 0 psf uniform surcharge DL Offset= 1:00 ft; Load -Width= 100-00 ft Sliding • •• Overturnin • 3.77/2 :07 12:14/5.55 •Case: Case•20 Wall Batter - 8 ;80•deg: Allow. Tension embedment: 2.00 ft • • •Date :•2/27/03 ••By1 AC Peak Connection • ••-Tat Tel -93 • • .868/1157 ok • 933/1602: olc 1126/1501 olc • {- %ofRein:- StrengthUsed= 22 ) 100- psf•uniform surcharge- • 2 Bearing: •-•1 :50 /-1:13 - 1:20/0 :90 -Serviceability: r2 r '1 2.00/1.50 • •NiA Tal • • -Ci . -Cds 933 -0 :80 • 0:80 g -- Bearing . • ••Shear Bending • 43.46/34 — 120 :97 • -- 4.4 Serviceablity -Connection T-sc -N /A N/A - -1- ..EARTH CONSULTANTS INC. - •Pullout - ..FS • • 3:23f1.4.1.ok 6.09/2 :72 -vk page. of n'TAIN WALL A. rr404f!>QC1lCOMPANY • -Project: INS -Proj. No.: 2579 =44 Design Parameters Soil Parameters Reinforced. Fill: Retained Fill: Foundation.Fill: Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout 1.50 Connection Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd SG200 2325 1.61 1,10 Analysis: 6 Foot Wall Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: LL -- Pref: Embed. / HingeHt./ Standard 21.5 in Crushed Stone 6.00 ft C :\Program Files\Keywall 20011INS Site.kwp - EYSTO TA lilliG WAL 1Gj . . - Based - on-Rankine traodified, .Methodology 3 :i3 •c psf 30 t) 30 0 35 0 Overturning: Uncertainties: Peak: Y_ pcf 135 13'5' 125 2.00 1.50 1.50 Case: Case 17 Wall Batter:. 8.80 deg.. embedment: 2.00 ft Peak Connection Tcl • • Date: -2/27/03 • By:-RAC Bearing: Results: Factors of Safety: Calculated Bearing Pressure: 869 psf Eccentricity at base:0.04 ft Allow. Reinforcing; (ft & lbs/ft). Calculated. Tension Laver Height Length Tension Reinf. Type - Tal 3 4.67 6.0 264 SG200 933 ok 694 ok 2 2.67 6.0 388 S0200 933 ok 901 ok 1 0.67 6.0 438 SG200 933 ok. 1005 ok Reinforcing.Quantities_(no waste included): (' %a of Rein. Strength_Used= 39 %n ) SG200: 2.00 sy /ft - 1 - EARTH CONSULTANTS INC. i2 •1 2.00 Serviceability: N/A RFid LTDS FS Tal Ci Cds 1.10 1399 L50 933 0.80 0.80 0 psf uniform surcharge DL -- 250 psf uniform surcharge Offset= 1.00 ft; Load Width= 100.00 ft Sliding Overturning Bearing Shear Bending 2.72 6.86 30.04 12.02 5.12 Serviccablity Connection. Tsc N/A N/A N/A Pullout FS 3.37 ok 5.13 ok '8:03 ok page of ' • • :A Cati1P/LNY • Project: INS SEISMIC DESIGN -Date: •2/27/03 Proj. No.: 2579 -44 • - (display:• static /seismic) • By: -RAC Design Parameters Soil Parameters c psf :Reinforced Fill: 30 • 9 :135 Retained Fill: 30 0 135 Foundation Fill: 35 0 125 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Peak Acceleration = 0.36 g Vertical Acceleration = 0.00 g Factors of Safety (seismic are 75% of static) Sliding: 1.50 /1.13 Overturning: Pullout: 1.50/1.13 Uncertainties: Connection. Peak: Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd RFid LTDS FS SG200 2725 1.61 1.10 1.10 1399 1.50 Analysis: 6 Foot Wall - Seismic Unit Type: Standard 21.5 in Leveling Pad: Crushed Stone Wall Ht: 6.00 ft Level Backfill Surcharge: LL -- Results: Factors of Safety: Calculated Bearing.Pressure: 782/1041 psf Eccentricity at base: 0.03 ft/0.00 ft. Reinforcing: (ft & lbs/ft) Calculated. Laver Height Length. Tension.. Reinf...Tyne 3 4.67 6.0 167 / 387 SG200 2. 2.67 6.0 305 / 608 SG200 1. 0.67 6_0 369 / 755 SG200 Reinforcing Quantities. (no waste included): SG200: 2_00 sy /ft Pref: Embed. / HingeHt./ C :1Program Files\Keywall- 20011INS Site.kwp . ..KEYSTONE RETAANING-WALL .. .:used onRankinc (modified) Methodology 3:3.3 Case: Case 18 Wall Batter: 8.80 deg. embedment: 2.00 ft 2.00/1.50 Bearing: 1.50/1.13 120/0.90 Serviceability: N/A Tal 933 0 psf uniform surcharge DL -- 100 psf uniform surcharge Offset = 1.00 ft; Load Width= 100.00 ft Sliding. Overturning Bearing Shear 3.19/1.66 8.48/3.58 33.46/20.86 - -- /14.28 Allow. Tension. Tal 93.3/1602.ok 933/1602 ok 933/1602 ok. Peak. Connection. Tel_ 868/1157 ok 1126/1501 ok 125.6/1675 ok ( % of Rein_ Strength Used= 30 %) - 1 - EARTH CONSULTANTS INC. I 1 r �3 /2 Serviceablity Connection Tsc N/A_ N/A N /A 2.00/1.50 Ci Cds 0.80 0.80 Bending. - -- /4.41 Pullout FS 3 oic 5.13/2.57 ok 8_06/3.94 ok page of NCOXIIICII COMP -ANY • Project: INS Ptoj. •No.: •2579 -44 Design Parameters Soil Parameters Li_ Reinforced Fill: 30 Retained Fill: 30 Foundation Fill: 35 Reinforce Fill Type :. Silts. & sands Unit Fill: Crushed Stone, 1 inch. minus. Factors of.Safety Sliding:. 1.50 Pullout: 1.50 Connection Reinforcing Parameters: Strata -Grid Geogrids. Tult RFcr REd SG200 2725 1.61 1.10 Analysis: 8 Foot Wall Unit Type: Leveling Pad:. Wall.Ht: Level Backdll. Surcharge: LL. -- Pref: Embed. / HingeHt./ KEYSTONE RETAINING DESIGN •. :.Based on Rankine .(modified ):Methodology . 3 :1.3 Standard 21.5 in Crushed. Stone. 8.00 ft C :\Program Files\Keywall 200 PINS Sitekwp• •.c osf 0 0 0 Overturning: Uncertainties: Peak:. RFid. v : Pcf 135 135 125 2.00 1.50 1.50 Case:. Case 19 Wall Batter: 8.80 deg. embedment: 2.00 ft • Date: 2/26/03 • By RAC / 3 / r i j 1 Bearing: - 1 - EARTH CONSULTANTS INC. 2.00 Serviceability:. N /A. LTDS ES Tal. Ci Cds 1.10 1399 1.50 933 0.80 0.80 0 psf.uniform surcharge. DL -- 250 psf uniform surcharge Offset= 1.00 ft; Load Width= 100.00 ft Results: Sliding. Overturning. Bearing. Shear Bending Factors .of Safety: 1.65 2.75 14.83 9.62 5.12 Calculated Bearirg.Pressure: 1326 psf Eccentriceight. i ty ba� 0. ft Allow Peak. Ser iceahlity Reinforcing: (ft & lbs at./ft) se Calculated_ Tension. Connection. Connection Laver H Length Tension_ 61 Reinf.. Type Tat Tel . Tsc 4 6.67 6.0 264 SG200 933 ok 694 ok N/A 3 4.67 5.0 388 SG200 933 ok 901 ok N/A 2 2.67 5 0 538 50200 933 ok 1005 ok N/A L 0.67 5.0 563 S0200 933 ok• 1013 ok N/A Reinforcing Quantities. (no waste included): ( % of Rein. Strength Used = 45 % ) SG200:. 2.33 sylf. page Pullout FS . 2.09 ok 2.06 ok • 3.46 ok 5.97ok AcOXIICII-C©MF'ANY Project: INS Proj. No.: 2579 -44 Design-Parameters Soil Parameters ..c-psf Reinforced Fill: • 30 0 135 Retained _Fill: 30 0 135 Foundation-Fill: 35 0 125 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Peak Acceleration = 0.36 g Vertical Acceleration = 0.00 g Factors of Safety (seismic are 75% of static). 1.50 /1.13 Overturning: 1.50/1.13 Uncertainties: Sliding: Pullout: Connection. Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd SG200 2725 1.61 1.10 Analysis: 8 Foot Wall - Seismic - Unit Type: Standard 21.5 in Leveling. Pad: Crushed Stone Wall Ht: 8.00 ft Level Backfill Surcharge: LL -- Offset= 1.00 ft; Load Width= Results• Sliding. Factors of.Safety: 3.35/1.69 Calculated Bearing_Pressure :.. 1044/1373 psf Eccentricity at base: 0.05 ft/0.00 ft Reinforcing: (ft &.lbs/ft). Calculated.. Layer Height Le ngth Tension. Reinf.. Type 4 6.67 8.0 167 / 420 SG200 3 4.67 8.0 305 / 621. SG2.00 2 2.67 8.0 455 / 834 SG200 L 0.67 8.0 494 / 936 SG200 Rein forcing Qiuntities. (no. waste. included): SG200: 3.56 sy /ft Pref: Embed. / HingeHt./ C :\Program Files\Keywall 2001\INS Site.kwp • -- KEYSTONE TAt E(G'i i L tESIGN ' Based on_Rankine•(modifedr) :Methodology 3.1.3 • SEISMIC DESIGN ••(display: static /seismic) Peak: RFid LTDS FS 1.10 1399 1.50 0 psf uniform surcharge DL -- 100 psf uniform surcharge 100.00 11 Overturning 8.98/3.61 Case: Case 20 Wall Batter: 8.80 deg. embedment: 2.00 ft Allow. Tension Tal. 93.3/1602.ok. 933/1602. ok 933/1602 ok 933/1602 ok 1 2.00/1.50 Bearing: 1.50/1.13 1.20/0.90 Serviceability: N/A Tal 933 Bearing. Shear 30.69/19.19 - -- /10.97 Peak Connection. Tc1 868/1157 ok 1126/150Lok_ 1256/1675 ok 1266/1688 ok • Date: 2 /27/03 • By: -RAC (% of Rein. Strength_Used.= 38 % ) Ci Cds 0.80 0.80 t3 1 2 Serviceablity Connection Tse. N /.A. N/A N/A N/A EARTH CONSULTANTS INC. 2.00/1.50 Bending. -- -14.41 Pullout ES 5.26/2.09 ok 7.0513.46 ok 8.46/4.61 6k >10/6.38 ok page. of A: C(11,4P.ANY • • Project: INS •Proj. •No.: •2579 -44 Design Parameters Soil Parameters • Reinforced.Fi1T: 30 Retained.FiTL•. 30 FoundationFill: 35 Reinforce. Fill Type:. Silts.& sands Unit Fill: Crushed Stone, 1 inch.minns Factors of Safety Sliding: 1.50 Pullout` 1..50 Connection Reinforcing. Parameters: Strata- Grid. Geogrids Tult REcr. BEd SG200 2725 L6 L L10 Analysis: 10 Foot WalL Unit Type: Leveling.Pad: Wa1LHL• LeveLBackfi 1 Surcharge: LL -- Offt= 1.0 ftr Load. Width Results : Sliding. Factors of Safety :. L86 Calculated B earin g Reinforcing: (f Pressure: 1568 psf Eccentricity met e: 0.62 ft t.. &lbs /ft) Calculated Laver Height Length Ten Reinf. Type 5 8 .67 6. 264 SG200 4 6.67 6.5 388 &G200 3 4.67 6.5 538 S.G200 2. 2.67 6 688 SG200 1 0.67 6.5 688 SG200 Reinforcing.Quantities (no. waste included): SG200 : 3.6 L sy /ft Pref: Embed. / HingeHt./ Standard 21.5 in Crushed Stone 10.00 ft 0 psf uniform_ surcharge. C :\Program Files\Keywall 20011INS 'Site:kwp •KEYSTONE.RETAINING RETAINING :.. - Based-ondtankine (modifier!) Methodology 3. 1.3 Overturning: Uncertainties: Peak, Y :Pcf .135 135 125 200 1:50 130 •Date:2/26 /03 . By: -RAC If Bearing: 2_00 Serviceability: N/A RFid. LTDS. FS Tal Ci 110 1399 L50 933 0.80 Case: Case 17 Wall Batter: 8.80 deg. embedment:. .2_00 ft DLL -- 250 psf uniforntsurcharge 100.00 ft Overturning. Bearing. 3.23 15 :38 Allow. Tension Tal Peak Connection Tcl 933 ok 694 ok 933 ok 901 ok. 933 ok 1005 ok 933 ok 1013. ok 933 ok 1020 ok ( % of Rein. Strength Used = .55 ) SerticeabIity Connection Tsc N/A N /A N/A. N/A. N/A -1 - EARTH CONSULTANTS INC. Cds 0.80 Shear Bendin 7:87 5.12 Pullout FS . 1.58 ok 315 ok 4.55 ok 5.96ok 8.89 ok page of K31� �Na�aM mF v'4 1 raat� vr*Rx�,w lTT�Si i9! :Y1�fJ lG:uS4!JFi f�i i ' A l COMPANY • • Project- INS - Proj. No.: 2579 -44 Design Parameters Analysis:.10 Foot. Walt- Seismic Unit Type: Standard 21.5 in Leveling Pad: Crushed Stone Wall 11t . 10.00 ft Level Backfill Surcharge: LL -- 0 psf uniform surcharge Offset= 100 ft;. Load Results: Sliding_ Factors.of.Safety: 2.28LL13 Calculated Bearingd?ressure :.1372/31.4.8 psf. Eccentricity at base: 0.40 ft/0.00 ft Reinforcing: (ft & lbsLft). Calculated. Layer. Height . Length. Tension. Rcinf. Type 5 8.67 7.0. 167 / 35.4 SG200 4 6:67 7:0 305 / 595 SG200 3 4.67 7.0 455 / 848 S.G200 2 '2.67 7.0 605 / 1100 SG200 L 0.67 7.0 619 / 1216 SG200 Reinforcing.Quantities (no waste included): SG200:. '3.89 sylfi Pref: Embed.! HingeHt./ C:\Program Files\Keywall 2001\1NS Site,kwp KE•YST#3NE. ET NINGMA L iGN. . • : Based-on•Rankinelmodified)•Methodology .3 ;t3 • SEISMIC DESIGN {display: -static/seismic) Soil Parameters • • c psf Reinforced Fill: • 30 . .135 Retained Fill: 30 0 135 Foundation Fill: 35 0 125 Reinforce. Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Peak. Acceleration = 0.36 g Vertical Acceleration = 0.00 g Factors of Safety (seismic are 75% of static) Sliding: 1.50 /1.13 Overturning: Pullout: 1.50/1.13 Uncertainties: Connection Peak: Reinforcing Parameters: Strata -Grid Geogrids Tult REcr RFd RFid_ LIDS SG200 2725 1.61 1.10 1.10 1399 2.00/1.50 1.50/1.13 1:20/0.90 embedment: 100 ft Bearing: Allow. Peak Tension- Connection. Tal Tcl 93311602 ok 868/1157 ok. 93311602. ok 1126/1501 ok 933/1602 ok 1256/1675 ok 933L1602_ ok. 1266/1688 ok_ 9331 L602 1275/1700 ok. ( % of Rein. Strength Used = 46 % ) Date: •2/26/03 • .By:-RAC 2.00/1.50 Serviceability: N/A FS Tat Ci Cds 1.50 933 0.80 0.80 Case:. Case 18 Wall Batter: 8.80 deg. DL -- 100 psf uniform surcharge 100.00 ft Overturning Bearing . Shear Bending 4.451L74 19.63/5.22. - -- L8.15 --- 14AL Serviceablity Connection. Tsc NLA_ N/A NIA_ N /A_ N/A. - 1 - EARTH CONSULTANTS INC. vuwrliH... ; , tYY.t^at Pullout FS. 2.4011.:13 ok 3.98/2.04 ok 5.39/2 .89 ok 6_79/374 ok 9.97/5.07 ok page of .1 COMPANY • Project: •INS • Proj: No.: 2579.44 •Design•Parameters Soil Parameters ••c -psf • Reinforced F"ilI: 30 0 Retained Fill: 30 0 Foundation. Fill: 35. 0 Reinforce.Fill Type:.Silts_&sands Unit. Fill: Crushed Stone,. I inch. minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Reinforcing. Parameters:. Strata- Grid-Geogrids_ Tult RFcr. RFd SG300 3005 1.6 L.10 Analysis:. 12 Foot.Wall Unit Type: Leveling Pad: Wall Ht: Level.Backfill Surcharge: LL -- Pref: Embed. / Hin eHt./ Standard 9111S in_ Crushed Stone. 12.00 ft C :\Program Files\Keywall 2001'JNS Site:kwp •' -KK3IWNE RETAINI NG WAIL • ..'Bad •on l ne. ) dology 3.1.3 Overturning: Uncertainties:. Peak: RFid pcf ..135 I35 125. 2.00 130 130 LTDS FS. L10 1542 1 30 1028 Case:- Case.15 Wall. Batter: 8.80 deg_ embedment :2.00 ft •Date: •2/26103 By :••RAC 0 psf uniform surcharge.. DL -- 250 psf_uniforni surcharge 100.00 ft Overturning 3.13 Offset= 1.00 ft; LoadWnidth= Results: Sliding Factors of Safety: 185 Calculated_Bearing- Pressure:. 1894 psf Eccentricity atbase: 0.77 ft. Reinforcing: (ft &.lhs/ft) Calculated_ Laver Height. Length. Tension, Reinf_Tyne_ 6. 10.67 7.5 264 SG300 5 8.67 7.5 388 'SG300 4 6.67 7.5 538 SG300 3 447 '7.5 688 SG300 2. 2.67 '7.5 838 SG3.Q0 1 0.67 7.5 813 SG300 Reinforcing_Quantities.(no waste included), SG300: 5.00 sy /ft ( Allow.. Tension Tal 1028. ok 1 ok 1028 ok 1028. ok 1028 ok 1028. ok Peak Connection_ Tcl .. 631 ok 1020 ok 1296 ok 1339 ok 1383 ok 1416 ok % oLRein.. StrengtlLUsed_= 57 % ) Bearing. 2.00 Serviceability:. N /A- Tal. Ci Cds Bearing_ Shear Bending 13.84 6.64 5.12 0.80 0.80 Serviceablity Connection Tsc N/A N /A N /.A, N/A N/A_ N/A - EARTH CONSULTANTS INC. Pullout FS 1:81.61c 3.41 ok 4.81 ok. 6 :22 ok 7.63 ok. >10 01c. page of m l- V,AITECIIICOMPaWY Project: -INS Proj. No.: 257944 Design Parameters Soil Parameters •c psf y_�cf ..Reinforced Fill: 30 0 _135 Retained Fill: 30 0 135 FoundationFilL 35 0 125 Reinforce. Fill Type :. Silts & sands UnitFilL Crushed Stnne,_Linch_minus. Peak. Acceleration_ = 0.36 g Vertical Acceleration = 0.00 g Factors of. Safety (seismic are 75% of static). Sliding:. 1.50 /113 Overturning: Pullout: 1.50/1.13 Uncertainties: Connection Peak: Reinforcing Parameters: Strata -Grid Geogrids Tult REcr RFd SG300 3005 L61 1.10 Analysis:-12.Foot Wall - Seismic .. Unit.Type:. Standard 2.1.5. in. Leveling_Pad: Crushed Stone. Wall_HL 12.00 ft . Level.Backfill. Surcharge: LL -- Results: Factors. of Safety: CalculatedBearing Eccentrici at.base:. Reinforcing:.(ft& lbs/.ft). Laver. Height Length 6 10.6.7 8.5 5 8.67 8.5 4. 6.67 8.5 3 467. 8.5 2_ 2.67 8.5. 1 0.67 8.5 0 psf uniform_ surcharge_ Reinforcing Quantities (no. waste included): SG300:. 5.6.7 sy/ft_ Pref: Embed. / Hin:eHt./ C :\Program Files\Keywall 2001\INS Site.kwp : '.:' Based .on - Rankine:( fiedyf dcthodology 3.1.3 Reinf Type SG300 SG300 SMOG SG300 503 SG3.00 SEISMICDESIGN • (dispiay :• static/seismic) REid . LIDS FS Ta1 1.10 1542 1.50 1028 Allow. Tension_ Case:.Case_16 Wall. Batten. 8.80 deg.. enbedinent :.2.00 ft . Bearing 19.00/5 .37 Peak Connection Date: 2/26/03 ..By :•RAC *Tal. Tcl. 1028/1766. ok. 789/1052 ok. 1028/1766 ok. 1275/1700 ok 1028/1766. ok 1620/2.160 ok. 1028/176.6 ok.. 1674/2932_ ok. 1028/1766 ok_ /729/2305 ok 1028/L766.ok 1770/2360. ok %.otRein_'StrengtkUsed_= 49 °A). Bearing: 2.00/1.50 1.50/1.13 1.20/0.90 Serviceability: DL. -- . 100 psf uiiiform.surcharge. Offset= 1.00 ft.; Load_Width.= 100.00. ft Slidin _ Overturning. 2.37/116. 4.69/L79 Pressure:. 163.7/3521 psf 0.46 ft/0.0.0 ft Calculated Tension 167 / 390 305 / 614. 455 / 850 605 / 1085. 755 / 132.1. 743 / 1395 Ci 0.80 Serviccablity Connection Tsc. N/A N/A N /A N /A. N/A_ N/A_ - EARTH CONSULTANTS INC. 2.00/1.50 N/A Cds 0:80 Shear Bending - -- /7.38 - -- /4.41 Pullout ES 341/.L46. 5.07/2.52. ok 6.48/3.4.7 ok 7.8814.40 �k 9.29/531 ok >10/6 :90.6k page of __ A 01 COMPANY -Project: INS - Pr'oj. •No.: 2579 -44 Design Parameters 'Soil Parameters Reinforced Fill: 30 Retained Fill 30 Foundation_Fill: 35 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch. minus Factors of Safety Sliding: 1.50 Pullout:. 1.50 Connection Reinforcing - Parameters: Strata- Grid.Geogrids Tult RFcr. RFd SG300 3005 1.61. 1.10 Analysis:. 14 Foot Wall Unit.Type:. Leveling Pad: Wall. Ht: Level.Backfill Surcharge: LL_ -- Results: Factors of. Safety: Calculated Bearing.Pressure: 22.1.9. Eccentricity.at.base: 0.92 ft . Reinforcing: (ft &lbs/ft). Calculated. Layer Height Length Tension. 7 12.67 8.5 264 "SG3 6 1.0.67 8.5. 388 SG300 5 8.67 8.5 538 SG300 4 6.67 8.5 688 SG300 3. 4.67 8 _5. 838 SG30Q 2. 2.67 8.5 988 SG300. 1. 0.67 8.5 938 "SG300 Reinforcing. Quantities. (no waste included):. SG300:. 6.61.sy /ft. 'ref: Embed. / Hin ! eHt./ Standard 21.5 in Crushed Stone 14.00 ft C :Program Files\Keywall 2001\INS Site.kwp KEYSTONE-itETAINING' WALL DESIGN ' used-cm3tankine d) :Methodology .3 13 Overturning: Uncertainties: Peak: Q psf uniform surcharge_ DL-- 250 psf uniform. surcharge_ Offset= 1_QO ft;. Load_Width= 100.00. ft Slidin 1:84 psf Reinf. Tyne 0 0 0 Allow. Tension Tal .. .135 135 125 Overturning 3.06 2.00 1.50 L20 RFid LTDS FS. Tal. Ci. Cds 1.10 15.42. 1.50 1028 0:80 0:80 Case:. Case. 13 Wall Batter: 8.80 deg_ embedment: 2.00 ft Peak Connection Tcl .. 1028. ok. 789 ok 1028. ok 1275 6k. 1028. ok. 1620 6k. 1028 ok 1674.. ok 1028 ok. 1729 ok. 1028ok 1770 ok. 1028 ok 1.770 ok ( %a of Rein_ Strength Used.= 64 % ) Date: 2/26/03 By: RAC Bearing: 2.00 Serviceability: N/A Bearing Shear. Bendin 12.76 5:79 5.12. Serviceablity. Connection Tsc. N/A N/A N/A N/A N /A. WA N /A. EARTH CONSULTANTS INC. page Pullout. FS . 2.04..6k 3.666k 5.07 ok 6.48 ok 'I.88 ok 9.29 ok >10 ok. '0441111:01 COMPANY • Project:•INS ••Proj: No. :•2579.44 • Design Parameters • •Soil Parameters ~Reinforced Fill: Retained. Fill: Foundation.FilL Pref: Embed. / Hi neHt-/ A_ 30 35 Reinforce.Fill Type: Silts.&sands Unit Fill:. Crushed Stone, 1 inch. minus Peak Acceleratioa= 0.36 g Vertical. Acceleration_= 0.00 g Factors of Safety (seismic are. 75% of static) Sliding :. 1.50 /1.13 Overturning: Pullout:. 1.50/L13 Uncertainties Connection Peak: Reinforcing Parameters:. Strata- Grid.Geogrids. Tult RFcr RFd. RFid. LIDS SG300 3005 1.6 L.10 1.10 1542. Analysis: 14 Foot Wall - Seismic Unit Type: Standard 2.1.5 in Leveling Pad: Crushed Stone Wall Ht: 14.00 ft Level.Backfill Surcharge: LL. -- 0 psf uniform.surcharge Offset= 1.00 ft;. Load Width= Results: Sliding. Factors of Safety: 2_43/L17 Calculated. Bearing ..Pressure: .1903 /3931. psf Eccentricity at_base:.0.51 ft/0.00 ft Reinforcing: (ft & lbs/ft) Calculated Laver. Height .Length Tension Reinf_Tvne 7 12.67 10.0 167 / 422 SG300 6 10.67 10.0 305 / 636 SG300 5 8.67 10.0 455 / 862. SG300 4 6.67 10.0 605 / 1087 SG300 3 4.67 10.0 755 / 131.1 SG300 2 2.67 10.0 905 / 1538. SG300 1 0.67 10.0 868 / 1577 SG300 Reinforcing Quantities (no waste included): SG300: 7.78 sy /ft C :\Program Files\Keywall 2001UNS Site.kwp • SEISMIC DESIGN- • {display :- statiefseismic) • •c•psf 0 0 0 Allow.. Tension. Tal. 1028/1766 ok 1028/1.766 ok. 1028/1766 ok 102.8/1766 ok 1028/1766. ok 1028/1766 ok 1028/1766 ok .135 135 125 2.00/1.50 1.50/1_13 1.20/0.90 FS Tal Ci. Cds 1.50 1028 0.80 0.80 Case:. Case 14 Wall Batter: 8.80 deg.. embedment:. 2.00 ft DL - -100 psf uniform surcharge 100.00 ft Overturning. Bearing. Shear Ben ding. 4.86/1.83 1 --- /6.32. - -- /4_41 Peak Connection Tel 789/1052 ok 1275/1700 ok 1620/2160 ok L674/2232. ok 1729/2305 ok 1770/2360 ok 1770/2360 ok Date: 2/26/03 • By: RAC % of Rein.. Strength.Used.= 56 % ) Serviceability: N/A Serviceablity Connection Tsc. N/A N/A N/A N/A N/A NIA N/A - 1. - EARTH CONSULTANTS INC. 2.00 /L50 Pullout FS 4.43/L75 ok 6.1612.96. ok 7.57/4.00 ok 8.97/4.99 ok >10/5.97 ok >1.0/6.93 ok >10/8.77 ok page of rY MF;KV_;3 S: r.:^?! .`t"..�u *' 3(�•'LkiL �• v ,e • �+ada�rr�+w • i rwr � rr�w A CC:1 • Project: INS Froj. No.: 2579 -44 Design Parameters Soil Parameters Reinforced Fill: • 30 Retained Fill: 30 Foundation Fill: 35 Reinforce Fill Type Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd SG500 4608 1.61 1.10 Analysis: 16 Foot Wall Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: LL -- Pref: Embed. / HingeHt./ Standard 21.5 in Crushed Stone 16.00 ft Results: Factors of Safety: Calculated Bearing Pressure: 2462 psf Eccentricity at base: 0.95 ft Reinforcing: (ft & lbslft) Calculated Layer Height Length_ 14.67 10.0 12.67 10.0 0 psf uniform surcharge Offset= 1.00 ft; Load Width= 100.00 ft Sliding 1.94 Reinf. Type 8 SG500 7 SG500 6 10.67 10.0 SG500 5 8.67 10.0 SG500 4 6.67 10.0 'SG500 3 4.67 10.0 SG500 2 2.67 10.0 • SG500 1 0.67 10.0 .. SG500 Reinforcing Quantities (no waste included): SG500: 8.89 sy /ft Tension 264 388 538 688 838 988 1138 1063 C :\Program Files\I£eywall- 2001\INS Sitekwp - KEYSTONE RETAININGIVALL' .: - nn - Rankine' f modified) . Methodology 11.3 • c -psf •0 0 0 Overturning: Uncertainties: Peak: RFid 1.10 2365 1.50 1577 Overturning Bearing 3.34 13.25 Allow. Peak Tension Connection Tal Tcl 1577 ok 1041 ok 1577 ok 1313 ok 1577 ok 1586 ok 1577 ok 1843 ok '1577ok 1843ok 1577 ok 1843 ok 1577 �k 1843 ok 'I577 ok 1843 ok (% of Rein. Strength Used = 47 % ) 235 135 125 2.00 1.50 1.50 LTDS FS • Date: 2/26/03 •.By :-RAC Bearing: Tal Ci Case: Case 11 Wall Batter: 8.80 deg. embedment: 2.00 ft DL -- 250 psf uniform surcharge Serviceability: N/A 0.80 Serviceablity Connection Tsc N/A N/A N/A N/A N/A N/A N/A N/A EARTH CONSULTANTS INC. 2.00 Cds 0.80 Shear Bending 5.04 5.12 page Pullout FS 3.03 -ok 4.75 ok 6.16 ok 7.57 ok 8.97 ok >10 ok >10 ok >10 ok of . AV.aaltI1CORXPIiNY Project: INS • Proj; No.: 2 57944 Design Parameters i EY.ST.ONE. . . MCt nESLGN tn- Rankine-(m odifriI):Methodology . 3.1..3 SoilParameters i c -psf -.1 Reinforced Fill: 30 •0 .135 Retained Fill: '30 0 - 135 Foundation Fill: 35 0 125 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Peak Acceleration = 0.36 g Vertical Acceleration = 0.00 g Factors of Safety (seismic are 75% of static) Sliding: Pullout: Connection Analysis: 16 Foot Wall Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: LL Pref:'Embed./ HingeHti 1.50/1.13 1.50/1.13 Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd SG500 4608 1.61 1.10 - Seismic Standard 21.5 in Crushed Stone 16.00 ft 0 psf uniform surcharge Results: Sliding_ Factors of Safety: 2.32/1.13 Calculated Bearing Pressure: 2196/5038 psf Eccentricity at base: 0.64 ft/0.00 ft Reinforcing: (ft & lbs/ft) Calculated Laver Height Length Tension Reinf. Type 8 14.67 11.0 167 / 433 'SG500 '7 12.67 11.0 305 / 646 SG500 6 10.67 11.0 455 / 870 'SG500 5 8.67 11.0 605 / 1095 'SG500 4 6.67 11.0 755 / 1319 . SG500 3 4.67 11.0 905 / 1543 'SG500 2 2.67 11.0 1054 / 1768 "SG500 1 0.67 11.0 993 / 1781 'SG500 Reinforcing Quantities (no waste included): SG500: 9.78 sylft C:1Program Files\Keywall 2001\INS Site.kwp SEISMIC DESIGN (display:. static/seismic) Overturning: Uncertainties: Peak: RFid LTDS 1.10 2365 1.50 DL -- 100 psf uniform surcharge Offset= 1.00 - ft; Load Width= 100.00 ft Overturning Bearing Shear Bending 4:56/1.69 17.07/4.17 - -- /5.44 - -- /4.41 Allow. Tension Tal 1577/2708 ok 1577/2708 ok 1377/2708 ok 1577/2708 ok 1577/2708 ok 1577/2708 ok I377/2708 ok 1577/2708 ok ('% of Rein. "Strength Used = 42 % ) - 'EARTH CONSULTANTS 'INC. 2.00/1.50 1.50/1.13 1.20/0.90 FS Case: Case 12 Wall Batter: 8.80 deg. embedment: 2.00 ft Date: 2126/03 -By: -RAC f 3 2 1 Bearing: 2.00/1.50 Serviceability: N/A Tal Ci Cds 1577 0.80 0.80 Peak Serviceablity Connection Connection Pullout Tel Tsc FS 1301/1734 ok N/A 4.67%1.80 ok 1642/2I89 ok N/A - 6.42/3.03 ok 1982/2643 ok N/A '7.83/4.09 ok 2303/3071 ok N/A 9.23/5.10 ok 2303/3071 ok N/A >10/6.09 ok 2303/3071 ok N/A >10/7.06 ok 2303/3071 ok N/A >10/8.04 ok 2303/3071 ok N/A >10/9.19 ok rr page of p;CCNIECH COMPANY • Project: INS Proj. No.: 2579 -44 - Design Parameters • Soil Parameters Reinforced Fill: • 30 Retained Fill: 30 Foundation Fill: 35 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1150 Connection • • Reinforcing Parameters:' Strata- Grid'Geogiids Tult RFcr RFd SG500 4608 1.61 1.10 Analysis: 18 Foot Wall Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: LL -- Pref: Embed./ HingeHt:/ 'Standard 21:5 in Crushed Stone 18.00 ft C:1Program FilestKeywall 2001tINS Site:kwp - KEYSTONE - RETAINING- VAL- - DESIGN :Basvdm- ed)-Methodology 3.1.3 • c. psf 0 0 0 Overturning: Uncertainties: Peak: RFid LTDS 1.10 2365 0 psf uniform surcharge Offset= 1.00 ft; Load Width= Results: Sliding Factors of Safety: 1.83 Calculated Bearing Pressure: 2781 psf Eccentricity at base: 1.10 ft Allow. Reinforcing: (ft & lbs/ft) Calculated Tension Laver Height Length Tension Reinf. Type Tal 9 16.67 11.0 264 • SG500 1577 ok 8 14.67 11.0 388 • SG500 •1577 ok 7 12.67 11.0 538 SG500 1577 ok 6 10.67 11.0 688 SG500 1577 ok 5 8.67 11.0 838 SG500 1577 ok 4 6.67 11.0 988 SG500 1577 ok 3 4.67 11.0 • 1138 *S0500 • 1577 ok 2 2.67 11.0 1288 'SG500 . 1577 ok 1 0.67 11.0 1187 SG500 1577 ok Reinforcing Quantities (no waste included): SG500: 11.00 sy %ft y _ pcf .135 135 125 2.00 1.50 1.50 embedment: 2.00 ft • Date: 2/26/03 By: RAC Bearing: Peak Connection Tcl 1041 ok 1313 ok 1586 ok 1843 ok 1843 ok 1843 ok 1843 ok 1843 ok 1843 ok (% of Rein. Strength Used = 52 % ) 2.00 Serviceability: N/A FS Tal Ci Cds 1.50 1577 0.80 0.80 Case: Case 9 Wall Batter: 8.80 deg. DL -- 250 psf uniform surcharge 100.00 ft Overturning Bearing 3.26 12.49 - 1 - EARTH 'CONSULTANTS INC. Shear Bending 4.45 5.12 Scrviceablity Connection Tsc N/A N/A N/A N/A N/A N/A N/A N/A N/A Pullout FS 3.26 ok 5.01 ok 6.42 ok 7.83 ok 9.23 ok >10 ok >l0 ok >l0 ok >10 ok page of ou • kesUonecio COMPANY • Project :•INS •Proj: No.: 2579 -44 Design•Paraineters Soil Parameters c psf 'Reinforced Fill: 30 : 0 135 Retained Fill: 30 0 135 Foundation Fill: 35 0 125 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Peak Acceleration = 0.36 g Veitical Acceleration = 0.00 g Factors of Safety (seismic are 75% of static) Sliding: 1.50/L13 Overturning: Pullout: 1.50/1.13 Uncertainties: Connection Peak: Reinforcing Parameters: Strata -Grid Geogrids • Tult RFcr RFd "SG500 4608 . L61 ' • 1.10 Analysis: 18 Foot Wall - Seismic Unit Type: •Standaid'21 :5 in Leveling Pad: Crushed Stone 18.00 ft Wall Ht: Level Backfill Surcharge: LL -- 0 psf uniform surcharge Offset= 1:00 ft; Load Width= Sliding Factors of Safety: 2 :24/L14 Calculated Bearing Pressure: 2460/5407 psf Eccentricity at base: 0.70 ft/0.00 ft Reinforcing: (ft & lbs/ft) Calculated Layer Height Length Tension Reinf. Type 9 16.67 12:5 167 / 464 "SG500 8 '14 :67 "12 :5 '305 / 671 'SG500 7 ' I2.67 125 455 / 890 ' " SG500 6 10 :67 '12 :5 605 / 1108 • 5 •8.67 123 - 755 f1326 ' • SG500 4 6.67 ' 12.5 • '905 / 1545 "• SG500 3 4.67 12 :5 '1054 /1763 • SG500 • 2 ' • 2 :67 125 1204 / 1'982 "SG500 1 0.67 125 1118 [ 1964 SG500 Reinforcing Quantities (no waste included): SG500: 12.50 sy /ft Results: Pref: Embed:/ HingeHt./ C :1Prograrn Files\Keywall 20011INS- Site.kwp" SEISMIC DESIGN .(display: static /seismic) "RFid • LTDS FS '1.10 - 2365 1.50 • 2.00/1.50 1 :50/1.13 1.20/0.90 Serviceability: N/A Case: Case 10 Wall Batter: 8.80 deg. Allow. Tension Tal . 157772708 ok 1577/2708 '1577/2708 ok 157772708 ok • 1577/2708' ok 1577/2708 *ok '1577/2708 ok 1577/2708 �k '1577/2708 ok embedment: 2.00 ft DL -- 100 100.00 11 Overturning 4.70/1.73 Date: 2/26/03 • B"y :. RAC Tal 1577 0.80 0.80 psf uniform surcharge Bearing Shear 16.92/4.34 - -- /4.76 Peak Connection Tcl 1301/1734 - ok ' 1642/2189 ok '198"272643 nk '230373071 ok 2303/3071 ok • 2303/3071 'o •230373071 ok '230373071 'ok '2303/3071 ok ( % of Rein; Strength Used = 46 % ) Seryiceablity Connection Tsc N/A N/A N/A N/A N/A N/A N/A N/A N/A - . EARTH 'CONSULTANTS 'INC. xr , 2.00 /1.50 Ci Cds 'Bending - -- /4.41 Pullout FS 5.69/2.04 ok 7.51/3.41 ok 8.92/4 :56 ok ' >10/5.64 ok >10/6.67 ok ' >10/7:69 ok >10/8.70 ok >10/9.69 ok >10 / >10ok page of � r wrrarrr.rrr�r�.>.rr 4\1;4 !L(MP -ANY ••Project:• INS •Proj. No.: 2579 -44 Design. Parameters Soil•Parameters • • c •psf Reinforced Fill: 30 Retained Fill: 30 Foundation Fill: 35 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd RFid LTDS SG500 4608 1.61 1.10 1.10 2365 Analysis: 20 Foot Wall Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: LL -- Results: Factors of Safety: Pref: Embed. / HingeHt:/ Standard 21.5 in Crushed Stone 20.00 ft Calculated Bearing Pressure: 3028 Eccentricity at base: 1.14 ft Reinforcing: (ft & lbs/ft) Calculated Laver Height Length Tension 10 18.67 12.5 264 9 16.67 12.5 388 8 14.67 12.5 538 7 12.67 12.5 688 6 10.67 12.5 838 5 8.67 12.5 988 4 6.67 12.5 1138 3 4.67 12.5 1288 2 2.67 12.5 1437 1 0.67 12.5 1312 Reinforcing Quantities (no waste included): SG500: 13.89 sy /ft •. RETAINING WAIL DESIGN : Based :on •Rankine.(modified).Methodology 3:L3 0 psf uniform surcharge DL -- 250 psf uniform surcharge Offset= 1.00 ft; Load Width= 100.00 ft Slidin 1.82 psf C:1Program Files\Keywall 20011INS• Site.kwp Overturning: Uncertainties: Peak: Reinf. Type SG500 SG500 SG500 SG500 SG500 SG500 SG500 SG500 SG500 SG500 •.0 0 0 Overturning Bearing Shear Bend ing 3.48 12.88 3.99 5.12 Allow. Tension Tal . Y_• .135 135 125 2.00 1.50 1.50 Case: Case 7 Wall Batter: 8.80 deg. embedment: 2.00 ft Peak Connection Tel 1577 ok 1041 ok 1577 ok 1313 ok 1577 ok 1586 ok 1577 ok 1843 ok 1577 ok 1843 ok 1577 ok 1843 ok 1577 ok 1843 ok 1577 ok 1843 ok 1577 ok 1843 ok 1577 ok 1843 ok ( % of Rein. Strength Used = 56 % ) Date: 2/26/03 By: RAC 2.00 Serviceability: N/A FS Tal Ci Cds 1.50 1577 0.80 0.80 Serviceablity Connection Tsc N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A - 1 - EARTH CONSULTANTS INC. Pullout FS 4.25 ok 6.10 ok 7.51 - ok 8.92 ok >10 ok >10 ok >10 ok >10 ok >10 ok >10 ok page of 9°i:StT::t'":•• ¢. <nvy. »� wn �. r .:.,. ��r,,, vpre�P ;�,h «t�ryr'yj�S � ���`�'•, 1 :�;;� .�.,.. Ni' �.-:s� . �. ..�:..++w.��..�a+..rnr.. wr.ra.M r "si �rti :A• 02,1Ri •COMPANY • Project: •INS Proj. No.: 2579.44 Design' Parameters .Soil Parameters Reinforced•Fill: Retained Fill: Foundation Fill: 35 0 125 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Peak Acceleration = 0.36 g Vertical Acceleration = 0.00 g Factors of Safety (seismic are 75% of static) Sliding: 1.50 /1.13 Overturning: Pullout: 1.50/1.13 Uncertainties: Connection Peak: Reinforcing Parameters: Strata -Grid Geogrids Tuft RFcr RFd SG500 4608 1.61 1.10 Analysis: 20 Foot Wall - Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: LL -- ..-KEYSTONE-RETAINING W.ALL:DESIGN -on' (modified) Methodology .3.1.3 •SEISMICDESIGN .(display: static /seismic) 30 .0 .135 30 0 135 Date: 2/26/03 By: RAC 1 2.00/1.50 Bearing: 1.50/1.13 1.20/0.90 Serviceability: N/A 2.00/1.50 RFid LTDS FS Tal Ci Cds 1.10 2365 1.50 1577 0.80 0.80 Seismic Case: Case 8 Standard 21.5 in Wall Batter: 8.80 deg. Crushed Stone 20.00 ft embedment: 2.00 ft 0 psf uniform surcharge DL -- 100 psf uniform surcharge Offset= 1.00 ft; Load Width= 100.00 ft Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 2.20/1.16 4.82/1.76 16.80/4.47 - -- /4.24 - -- /4.41 Calculated Bearing Pressure: 2724/5802 psf Eccentricity at base: 0.76 ft/0.00 ft Reinforcing: (ft & lbs/ft) Calculated Laver Height Length Tension Reinf. Type 10 18.67 14.0 167 / 495 SG500 9 16.67 14.0 305 / 697 SG500 8 14.67 14.0 455 / 911 SG500 7 12.67 14.0 605 / 1125 SG500 6 10.67 14.0 755 / 1339 SG500 5 8.67 14.0 905 / 1553 SG500 4 6.67 14.0 1054 / 1767 SG500 3 4.67 14.0 1204 / 1981 SG500 2 2.67 14.0 1354 / 2195 SG500 1 0.67 14.0 1243 / 2148 SG500 Reinforcing Quantities (no waste included): SG500: 15.56 sy /ft Pref: Embed. / HingeHt./ C:\Program Files \Keywall- 2001 \INS- Site.kwp Allow. Peak Serviceablity Tension Connection Connection Pullout Tal Tcl Tsc FS 1577/2708 ok 1301/1734 ok N/A 6.70/2.26 ok 1577/2708 ok 1642/2189 ok N/A 8.60/3.76 ok 1577/2708 ok 1982/2643 ok N/A >10/5 ;00 ok 1577/2708 ok 2303/3071 ok N/A >10/6.14 ok 1577/2708 ok 2303/3071 ok N/A >10/7.22 ok 1577/2708 ok 2303/3071 ok N/A >10/8.29 ok 1577/2708 ok 2303/3071 ok N/A >10/9.33 ok 1577/2708 ok 2303/3071 ok N/A >10 / >10 ok 1577/2708 ok 2303/3071 ok N/A >10 / >10 ok 1577/2708 ok 2303/3071 ok N/A >10/ >10 ok ( % of Rein. Strength Used = 51 % ) -1 - EARTH CONSULTANTS INC. page of { 1/3 N!'C ' h , 1 %1 : , dot ,\If-)i'.�. 1 \.'/ _ L ti', ; - °,1 :; A *CON!»r COMPANY .Project: INS Proj. No.: 2579 -44 •Design.Parameters -Soil-Parameters c -psf Reinforced Fill: 30 ,0. Retained Fill: 30 0 Foundation Fill: 35 0 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Reinforcing Parameters :'Strata- Grid'Geogrids Tult RFcr RFd S0600 7413 1.61 1,10 Analysis: 22 Foot Wall Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: LL -- Pref :'Embed:/ HIngeHtJ Standard 21.5 in Crushed Stone ' 22.00 ft C :\Program FilestKeywal120011INS Site :kwp YSTONi RETAIMNGWMLDESIGN . . Based= Rankine (modified) 3.1.3 Overturning: Uncertainties: Peak: ..135 135 125 2.00 1.50 ' 1:50 RFid LTDS FS Tal 1.10 3805 1.50 2537 Case: Case 5 Wall Batter: 8.80 deg. embedment: 2.00 ft Date: •2/26/03 •By: RAC 11 kU r -p f 3 L 1 Bearing: 2.00 Serviceability: N/A 0.80 0 psf uniform surcharge DL -- 250 psf uniforni surcharge Offset= 1.00 ft; Load Width= Results: Sliding Factors of Safety: 1.76 Calculated Bearing Pressure: 3343 psf Eccentricity at base: 1.29 ft Allow. Peak Serviceablity Reinforcing: (ft & lbs/ft) Calculated Tension Connection Connection Pullout Laver Height Length Tension Reinf. Type Tal Tel Tsc FS 11 20.67 13.5 264 . S0600 2537 ok 1066 ok N/A 4.48 ok 10 18.67 13.5 388 . SG600 2537 ok 1244 ok N/A 6.36 ok 9 16.67 13.5 538 SG600 '2537 ok 1423 ok N/A 7.77 ok 8 14.67 13.5 688 SG600 2537 ok 1601 ok N/A 9.17 ok 7 12.67 13.5 838 • 'SG600 2537 ok 1780 ok N/A >10 ok 6 10.67 13.5 988 . SG600 2537 ok 1958 ok N/A >10 ok 5 8.67 115 1138 SG600 2537 ok 1979 ok N/A >10 ok 4 6.67 13.5 1288 SG600 2537 ok 1979 ok N/A >10 ok 3 4.67 13.5 1437 SG600 2537 ok 1979 ok N/A >10 ok 2 2.67 13.5 1587 SG600 2537 ok 1979 ok N/A >10 ok 1 0.67 13.5 1437 . SG600 - 2537 ok 1979 ok N/A >10 ok Reinforcing Quantities (no waste included): ( % of Rein. Strength Used = 38 % ) SG600: 16.50 sy /ft 100.00 ft Overturning Bearing Shear Bending 3.40 12.30 3.61 5.12 - 1- • EARTH CONSULTANTS INC. Ci Cds 0.80 page of K 'AVEONTRIX1 COMPANY •Project: INS •Proj. No.: -2579 -44 • Design-Parameters Soil-Parameters Reinforced Fill: 30 Retained Fill: 30 Foundation Fill: 35 Reinforce Fill Type:*Silts & sands Unit Fill: 'Crushed Stone; . 1 inch minus Peak Acceleration = 0.36 g ' Vertical Acceleration = 0.00 g Factors of Safety (seismic are '75% of static) Sliding: 1.50/1.13 Overturning: Pullout: 1.50/1:13 Uncertainties: Connection Peak: Analysis: 22 Foot Wall - Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: LL -- Results: Factors of Safety: Calculated Bearing Pressure: 3018/6940 psf Eccentricity at base: 0.89 ft/0.00 ft Reinforcing: (ft & lbs/ft) Calculated Layer Heizht Length Tension Reinf. Type 11 20.67 15.0 167 / 507 . SG600 10 18.67 15.0 305 / 710 ° SG600 9 16.67 15.0 455 / 924 'SG600 8 14.67 15.0 605 / 1138 SG600 7 12.67 15.0 755 / 1352 'SG600 6 10.67 15.0 905 / 1566 'SG600 5 8.67 15.0 1054 / 1780 'SG600 4 6.67 15.0 1204 / 1994 . SG600 3 4.67 15.0 1354 / 2208 'SG600 2 2:67 ' 15.0 1504 / 2422 SG600 1 0.67 15.0 1368 / 2350 SG600 Reinforcing: Quantities (no waste included): SG600: ' 18 :33 sy /ft flref: Embed:/ HingeHt.I Seismic Standard 21.5 in - Crushed Stone 22.00 ft C :\Program Files\Keywall 2001\1NS Site.kwp_ :KEYSTONE'HETAINING WALL DESIGN :.Based - cm Rankine -(modified) Methodology 3.1.3 SEISMIC- DESIGN {display: static /seismic) -c psf 0 0 0 •.1_ 13cf 135 135 125 Reinforcing Parameters: Strata -Grid 'Geogrids Tult RFcr RFd RFid LTDS SG600 7413 1.61 1.10 1.10 3805 0 psf uniform surcharge DL -- 100 psf uniform surcharge Offset= 1.00 'ft; Load Width= 100.00 ft Sliding 2.0971.13 Y1t1S4t1 'F4,w °N'. x4!3�i5 Overturning 4 :60/1.67 Allow. Tension Tal 2537[4357 ok 2537[4337 ok 2537/4357 ok 2537/4357 ok 2537/4357 ok 2537/4357 ok 2537/4357 ok 2537/4357 ok 2537/4337 ok 2537/4357 ok 2537/4357 ok 2.00/1.50 1.50/1.13 1 :20/0.90 Case: Case 6 Wall Batter: 8.80 deg. embedment: 2.00 ft FS Tal Ci Cds 1.50 2537 0.80 0.80 Bearing Shear Bendin 15.91/3.68 - -- /3.81 - -- /4.41 Peak Connection Tcl 1332/1777 ok 1555/20746k 1778/2371 ok 2002/2669 ok 2223/2966 ok 2448/3263 'ok • 2474/3299 ok 2474/3299 ok 247473299 ok 247413299 ok 2474/3299 ok Date: 2/26/03 •By:•RA.0 (•%'oT Rein. .Strengfli Used 35' % ) 2.00/1.50 'Serviceability: N/A Serviceablity Connection Tsc N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A - ' 1 - • • EARTH •CONSULTANTS INC Pullout FS 6.94/2.28 ok '8 :86/3.81 ok >10/5,06 ok >10/6,21 ok >10/7.30 ok 5.10/8.37 ok >10/9,41 ok >10/ >10 ok >10/ >10 ok >10/ >10 ok >10/ >10 ok page of 1 i 'V- .9s.,at hr�o-¢lb "`��:!a 'Y' rY2'2:'1 . 45,,0W11 'ma�an A: COMM COMPANY 'Project: 'INS • •Proj.• No.: 2579' -44 'Design' Parameters Soil Parameters A c psf y pcf Reinforced Fill: 30 .0 135 Retained Fill: 30 0 135 Foundation Fill: 35 0 125 Reinforce Fill Type :'Silts sands Unit Fill:'Crushed•Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd SG600 7413 1.61 1.10 Analysis: 24 Foot Wall Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: LL -- ,ref:' Embed. / 'Standard 21:5 in Crushed Stone 24.00 ft 0 psf uniform surcharge C :\Program Files\Keywall 2001\1NS Site.kwp KEYSTONE WAWDESIGN . Based on3tankine .(modifictlj'Methodology 3.1.3 Overturning: Uncertainties: Peak: 2.00 1.50 1.50 Case: Case 3 Wall Batter: 8:80 deg. embedment: 2.00 ft Date: 2/26/03 By: 'RAC Serviceability: N/A RFid LTDS FS Tal Ci Cds 1.10 3805 1.50 2537 0.80 0.80 DL -- 250 psf uniforni surcharge Offset= 1.00 ft; Load Width= 100.00 ft Results: Sliding Overturning Factors of Safety: 1.70 3.33 Calculated Bearing Pressure: 3659 psf Eccentricity at base: 1.43 ft Allow. Peak Serviceablity Reinforcing: (ft & lbs/ft) Calculated Tension Connection Connection Pullout Laver Height Length Tension Reinf. Type Tal Tel Tsc FS 12 22.67 14.5 264 'SG600 '2537 ok 1066 ok N/A 4.71 ok 11 20.67 14.5 388 ' SG600 '2537 ok . 1244 ok N/A 6.62 ok 10 18.67 14.5 538 . SG600 2537 ok 1423 ok N/A 8.02 ok 9 16:67 14.5 688 • SG600 2537 ok 1601 ok 'N/A 9.43 ok 8 14.67 14.5 838 SG600 ' 2537 ok 1780 ok N/A >10 ok 7 12.67 14.5 988 • SG600 '2537 ok 1958 ok N/A >10 ok 6 10.67 14.5 1138 'SG600 2537 ok 1979 ok N/A >10 ok 5 8.67 14.5 1288 - SG600 '2537 ok . 1979 ok - N /A >10 ok 4 6.67 14.5 1437 'SG600 '2537 1979 ok N/A >10 ok 3 4.67 14.5 1587 'SG600 '2537 ok 1979 ok N/A >10 ok 2 2.67 14.5 1737 • .SG600 '2537 ok 1979 ok N/A >10 ok 1 0.67 14.5 1562 "SG600 •2337 ok '1979 ok N/A >10 ok Reiriforcing'Quantities (no waste included): (% ofRein Strength Used = 41 % ) SG600: 19.33 Sy /ft Bearing Shear Bending 11.82 3.30 5.12 - 1 - EARTH CONSULTANTS INC. page of ti • • A ►MIIIMl1 COMPANY -Project: INS SEISMIC DESIGN • Proj. No:: •2579 -44 • (display: static /seismic) 'Design Parameters •Soil •Parameters c psf pcf Reinforced Fill: 30 . .0 •135 Retained Fill: 30 0 135 Foundation Fill: 35 0 125 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Peak Acceleration = 0.36 g Vertical Acceleration = 0.00 g Factors of Safety (seismic are 75% of static) Sliding: 1.50 /1.13 Overturning: Pullout: 1.50/1.13 Uncertainties: Connection Peak: Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd SG600 7413 1.61 1.10 Analysis: 24 Foot Wall Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: LL -- - Seismic Standard 21.5 in Crushed Stone 24.00 ft 0 psf unifonn surcharge Offset= 1.00 ft; Load Width= Sliding 2.07/1.14 Results: Factors of Safety: Calculated Bearing Pressure: 3281/7303 psf Eccentricity at base: 0.95 ft/0.00 ft Reinforcing: (ft . & lbs/ft) Calculated Layer Height Length Tension Reinf. Type 12 22.67 16.5 167 / 537 'S0600 11 20.67 16.5 305 / 737 'SG600 10 18.67 16.5 455 / 948 'SG600 9 16.67 16.5 605 / 1158 'SG600 8 14.67 16.5 755 / 1369 SG600 7 12.67 16.5 905 / 1580 SG600 6 10.67 16.5 1054 / 1791 SG600 5 8.67 16.5 1204 / 2002 SG600 4 6.67 16.5 1354 / 2213 SG600 3 4.67 16.5 1504 / 2423 'SG600 2 2.67 16.5 1654 / 2634 SG600 1 0.67 16.5 1493 / 2534 SG600 Reinforcing Quantities (no waste included): SG600: 22.00 sy /ft 'ref: Embed:! HingeHt./ C :\Program Files\Kcywall 20011INS Site.kwp IEYSTaNE RETAINING -ESIGN Based :on'. Rankine (snodified)Methodology 3.1.3 1.10 3805 1.50 2537 Allow. Tension Tal 2537/4357 ok 2537/4357 ok 2537/4357 ok 2537/43 ok 2537/4357 ok 2537/43 ok 2537/4337 ok • 2537/4357 ok 2537/4357 ok 2537/4357 ok 2537/4357 ok 2537/4357 ok 2.00/1.50 1.50/1.13 1.20/0.90 RFid LTDS FS Tal Case: Case 4 Wall Batter: 8.80 deg. embedment: 2.00 ft Peak Connection Tcl 1332/1777 ok 1555/2074 ok 1778/2371 ok 2002/2669 ok 2225/2966 ok 2448/3263 ok 2474/3299 ok 2474/3299 ok 2474/3299 ok 2474/3299 ok 2474/3299 ok 2474/3299 ok (% of Rein. Strength Used = 38 % ) -'1 - Date: 2/26/03 By: RAC Serviceability: DL -- 100 psf uniform surcharge 100.00 ft Overturning Bearing Shear 4.71/1.70 15.89/3.84 -- /3.47 Serviceablity Connection Tsc N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A EARTH CONSULTANTS INC. 2,00/1.50 N/A Ci Cds 0.80 0.80 Bending - -- /4.41 Pullout FS • 7.96%2.47 ok 9.95/4.12 ok >10/5.45 ok >10/6.66 ok >10/7.81 ok >10/8.92 ok 5'10 /10.00 ok >10/ >10 ok >10 / >10 ok >10/>10 ok >10 / >10 ok >10/ >10 ok page of L' 1T TC -1- ` `r w 1 [.1 :x.11.1; �., �', �_ S'ti'ff 14 C01 • Project: INS • • Proj: •No.: 2579 -44 •Design Parameters • Soil Parameters Reinforced Fill: 30 Retained Fill: 30 Foundation Fill: 35 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd SG600 Analysis: 26 Foot Wall Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: LL - Layer Height 13 24.67 16.0 12 22.67 16.0 11 20.67 16.0 10 18.67 16.0 9 16.67 16.0 8 14.67 16.0 7 12.67 16.0 6 10.67 16.0 5 8.67 16.0 4 6.67 16.0 3 4.67 16.0 2 2.67 16.0 1 0.67 16.0 Reinforcing Quantities (no SG600: 23.11 sy /ft .'ref: Embed. / HingeHt:/ 7413 1.61 1.10 Standard 21.5 in Crushed Stone 26.00 ft Overturning: Uncertainties: Peak: 0 psf uniform surcharge Offset= 1.00 ft; Load Width= Results: Sliding Factors of Safety: 1.72 Calculated Bearing Pressure: 3904 psf Eccentricity at base: 1.48 ft Reinforcing: (ft & lbs/ft) Calculated Length Tension 264 388 538 688 838 988 1138 1288 1437 1587 1737 1887 1687 waste included): C :\Program Files\Keywall 2001\INS Site.kwp • KEYS.TONE:RETAiNiNG DESIGN • . :Based:on :Rankine - (n )Methodology 3:1.3 Reirif. Type SG600 SG600 SG600 SG600 SG600 SG600 SG600 . SG600 SG600 SG600 'SG600 SG600 SG600 .c ..psf .0 0 0 .L.pcf ..135 135 125 2.00 1.50 1.50 RFid LTDS FS Tal 1.10 3805 1.50 2537 Case: Case 1 Wall Batter: 8.80 deg. embedment: 2.00 ft Date: 2 /27/03 .By: RAC 2.00 Serviceability: N/A DL -- 250 psf uniform surcharge 100.00 ft Overturning Bearing Shear Bending 3.50 12.16 3.04 5.12 Allow. Peak Serviceablity Tension Connection Connection Pullout Tal Tcl Tsc FS 2537 ok 1066 ok N/A 5.70 ok 2537 ok 1244 ok N/A 7.71 ok 2537 ok 1423 ok N/A 9.11 ok 2537 ok 1601 ok N/A >10 ok 2537 ok 1780 ok N/A >10 ok 2537 ok 1958 ok N/A >10 ok 2537 ok 1979 ok N/A >10 ok 2537 ok 1979 ok N/A >10 ok 2537 ok 1979 ok N/A >10 ok 2537 ok 1979 ok N/A >10 ok 2537 ok 1979 ok N/A >10 ok 2537ok 1979ok N/A >10ok 2537 ok 1979 ok N/A >10 ok (% of Rein. Strength Used = 44 % ) = 1 - • EARTH CONSULTANTS INC. Ci Cds 0.80 0.80 page of El. .11 N' \(A W:VI 5YSi _. :,1_i • • .AVOPIIIIECM COMPANY • Project: INS • Proj. No,: 2579 -44 Design Parameters Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd SG600 7413 Analysis: 26 Foot Wall - Seismic Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: LL -- ref:' Embed./'HingeHt'./ '..::4 ti'a31 • r :KEYSTONE:RETAINING WAIL :DESIGN : • A3ascaon (modifiedyMethodology 3:13 1.61 1.10 Standard 21.5 in Crushed Stone 26.00 ft C:\Program Files\I4eywall 20011INS Site.kwp SEISMIC•DESIGN • •• (display :•static(seismic) Soil Parameters A •c -psf -y . •mf Reinforced Fill: 30 0 135 Retained Fill: 30 0 135 Foundation Fill: 35 0 125 Reinforce Fill Type:Silts & sands Unit Fill: Crushed Stone, 1 inch minus Peak Acceleration = 0.36 g Vertical Acceleration = 0.00 g Factors of Safety (seismic are 75% of static) Sliding: 1.50 /1.13 Overturning: Pullout: 1.50/1.13 Uncertainties: Connection Peak: Offset= 1.00 ft; Load Width= 100.00 ft Results: Sliding Factors of Safety: 2.07/1.15 Calculated Beating Pressure: 3544/7688 psf Eccentricity at base: 1.01 ft/0.00 ft Reinforcing: (ft & lbs/ft) Calculated Layer Height Length Tension Reinf. Type 13 24.67 18.0 167 / 567 . SG600 12 22.67 18.0 305 / 764 SG600 11 20.67 18.0 455 / 972 - SG600 10 18.67 18,0 605 / 1180 SG600 9 16.67 18.0 755 / 1389 - SG600 8 14.67 18.0 905 / 1597 - SG600 7 12.67 18.0 1054 / 1805 • SG600 6 10.67 18.0 1204 / 2013 " - SG600 5 8.67 18,0 1354 / 2222 'SG600 4 6.67 18.0 1504 / 2430 S0600 3 4.67 18.0 1654 / 2638 'SG600 2 2.67 18,0 1804 / 2847 SG600 1 0.67 18.0 1618 / 2719 SG600 Reinforcing Quantities (no waste included): SG600: 26.00 sy /ft Allow. Tension Tal 2537/4357 ok 2537/4357 ok 2537/4357 ok 2537/4357 ok 2537/4357 ok 2537/4337 ok 2537/4357 ok 2537/4357 ok 2537/4357 ok 2537/4357 ok 2537/4337 ok 2537/4357 ok 2537/4337 ok 2.00/1.50 1.50/1.13 1.20/0.90 Case: Case 2 Wall Batter: 8.80 deg. embedment: 2.00 ft 0 psf uniform surcharge DL -- 100 psf uniform surcharge Overturning Bearing 4.80/1.72 15.88/3.96 ( % of Reiri: 'Strength Used = 41 % ) r' ''•4 • »• 4.1a +4+K 7priwkYrv?nw .avl?; fi" ^ik �u�:.tv;,z�.�!•va , m; , ri'.::: •Date: 2/26/03 • By: RAC Serviceability: N/A 2:00/1.50 RFid _ LTDS FS Tal Ci Cds 1.10 3805 1.50 2537 0.80 0.80 Peak Connection Tcl 1332/1777 ok 1555/2074 ok 1778/2371 ok 2002/2669 ok 2225/2966 ok 2448/3263 ok 2474/3299 ok 2474%3299 ok 2474/3299 ok 2474/3299 ok 2474/3299 ok 2474/3299 ok 2474/3299 ok Shear - -- /3.18 Serviceablity Connection Tsc N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A = - • EARTH CONSULTANTS INC. ;e��ttrFri • §:¢E?! Si" Bending -- /4.41 Pullout FS 8.98/2.64 ok >10/4.41 ok >10/5.83 ok >10/7.10 ok >10/8.29 ok >10/9.44 ok >10/ >10 ok >10/ >10 ok >10/ >10 ok >10 / >10 >10/ >10 ok >10/ >10 ok >10/ >10 ok page of • ACCOPIITECNCOMPANY • Project: -INS •Proj. No.: 2579 -44 • Design• Parameters •Soil•Parameters •.c psf Reinforced Fill: 30 0 Retained Fill: 30 0 Foundation Fill: 35 0 Reinforce Fill Type: Silts & sands Unit'Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd SG600 7413 1.61 1.10 Analysis: 28 Foot Wall Unit Type: Leveling Pad: Wall Ht: Level Backfill Standard :5 in Crushed Stone 28.00 ft Surcharge: LL -- 0 psf uniform surcharge Offset= 1.00 ft; Load Width= Results: Sliding Factors of Safety: 1.69 Calculated Bearing Pressure: 4218 psf Eccentricity at base: 1.62 ft Reinforcing: (ft & lbs /ft) Calculated Layer Height Length Tension 14 26.67 17.0 264 13 24.67 17.0 388 12 22.67 17.0 538 11 20.67 17.0 688 10 18.67 17.0 838 9 16.67 17.0 988 8 14.67 17.0 1138 7 12.67 17.0 1288 6 10.67 17.0 1437 5 8.67 17.0 1587 4 6.67 17.0 1737 3 4.67 17.0 188'7 2 2.67 17.0 2037 1 0.67 17.0 1812 Reinforcing Quantities (no waste included): SG600: 26.44 sy /ft .'ref; •Embed : / HingeHt./ C :\Program Files\Keywall 2001\INS Site:kgp YSTONE ItE1` 1NING -WA L DESIGN d£ased nix:Rankine .(modif c i) - Methodology 3:1.3 'Overturning: Uncertainties: Peak: Reinf. Type SG600 SG600 SG600 SG600 SG600 SG600 • SG600 SG600 SG600 SG600 SG600 SG600 - SG600 SG600 135 . 135 125 2.00 1.50 1.50 RFid LTDS FS T al Ci Cds 1.10 3805 1.50 2537 0.80 0.80 Case: Case 1 Wall Batter: 8.80 deg. embedment: 2.00 ft • Date: 2/27/03 .By: -RAC Serviceability: N/A DL -- 250 psf uniform surcharge 100.00 ft Overturning Bearing Shear Bending 3.43 11.77 2.82 5.12 Allow. Peak Serviceablity Tension Connection Connection Pullout Tal Tcl Tsc FS 2537 ok 1066 ok N/A 5.93 ok 2537 ok 1244 ok N/A 7.97 ok 2537 ok 1423 ok N/A 9.37 ok 2537 ok 1601 ok N/A >10 ok . 2537 ok 1780 ok N/A >10 ok 2537 ok 1958 ok N/A >10 ok '2537 ok 1979 ok N/A >10 ok . 2537 ok 1979ok N/A >10ok 2537 ok 1979 ok N/A >10 ok 2537 ok 1979 ok N/A >10 ok 2537 ok 1979 ok N/A >10 ok 2537 ok 1979 ok N/A >10 ok 2537 ok 1979 NG N/A >10 ok 2537 ok 1979 ok N/A >10 ok (% of Rein. Strength Used = 47 % ) -1 - ' "EARTH CONSULTANTS INC. page of ...AIDOPSUCK COAAPANY -Project: INS • Proj. No.: 257944 Design Parameters Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd RFid SG600 7413 Analysis: 28 Foot Wall Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: LL -- 0 psf uniform surcharge Offset= 1.00 ft; Load - Width= Results: Sliding Factors of Safety: 2.06/1.16 Calculated Bearing Pressure: 3808/8090 psf Eccentricity at base: 1.07 ft/0.00 ft Reinforcing: (ft & lbs/ft) Calculated Layer Height Length Tension Reinf. Type 14 26.67 19.5 167 / 596 •SG600 13 24.67 19.5 305 / 791 SG600 12 22.67 19.5 455 / 997 •SG600 11 20.67 19.5 - 605 / 1203 .. SG600 10 18.67 19.5 755 / 1409 - SG600 9 16.67 19.5 905 / 1616 "SG600 8 14.67 19.5 1054 / 1822 'SG600 7 12.67 19.5 1204 / 2028 . SG600 6 10:67 19 :5 1354 / 2234 •SG600 5 8.67 19:5 1504 / 2440 - SG600 4 6.67 19.5 1654 / 2647 •SG600 3 4.67 19 :5 1804 / 2853 • SG600 2 2.67 19.5 1954 / 3059 SG600 1 0.67 19.5 1742 / 2904 •SG600 Reinforcing Quantities (no waste included): • .SG600: 30.33 sy /ft ref :•Embed. / HingeHt./ - Seismic Standard 21.5 in Crushed Stone 28.00 ft C :\Program Files\Keywall. 2001 "\INS- Site. kwp :KEYSTONE RETAINING WALLDESIGN .Based nn li nkin,e :(modifrcatifethodolagy .3:1.3 SEISMIC DESIGN • (display: -static/seismic) Soil-Parameters L -c• .psf • ��cf Reinforced Fill: 30 0 . 135 Retained Fill: 30 0 135 Foundation Fill: 35 0 125 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Peak Acceleration = 0.36 g Vertical Acceleration = 0.00 g Factors of Safety (seismic are 75% of static) Sliding: 1.50/1.13 Overturning: Pullout: 1.50/1.13 Uncertainties: Connection Peak: 1.61 1.10 Case: Case 2 Wall Batter: 8.80 deg. embedment: 2.00 ft -Date: 2/27/03 By:-•RAC 2.00/1.50 Bearing: 1.50/1.13 1.20/0.90' Serviceability: N/A 2.00/1.50 LTDS FS Tal Ci Cds 1.10 3805 1.50 2537 0.80 0.80 DL -- 100 psf unifonn surcharge 100.00 ft Overturning Bearing Shear Bending 4.88/1.75 15.87/4.06 - -- /2.94 - -- /4.41 Allow. Peak Serviceablity Tension Connection Connection Pullout Tal Td Tsc FS 2537/4357 ok 1332/1777 ok N/A 9.99/2.79 ok 2537/4357 ok 1555/2074 ok N/A >10/4.68 2537/4357 ok 1778/2371 ok N/A >10/6.18 ok 2537/4357 ok 2002/2669 ok N/A >10/7.51 - ok 2537/4357 i k • 2225/2966 ok N/A >10/8.75 ok • 2537/4337 ok • 244813263 ok N/A >10/9.94 ok "2537/4357 ok " 2474/3299 ok N/A >10/ >10 ok • 2337/4337 ok 2474/3299 ok N/A. >10/ >10 ok 2337/4357 ok 2474/3299 ok N/A >10/ >10 ok • 2537/4357 ok • 2474/3299 ok N/A >10/ >10 ok 2537/4357 ok 2474/3299 ok •N /A >10/ >10 ok •2537/4337 ok 2474/3299 ok N/A >10/ >10 ok •2537/4357 2474/3299 ok N/A >10/ >10 ok • 2537/4357 ok 247473299 ok N/A >10/ >10 ok (•% of Rein. *Strength•Used = 44• % ) -'1 - ..EARTH CONSULTANTS INC page of :".AV:0141=111COMPANY Project: INS Prof. No.: 2579 -44 DesignrParameters Soil Parameters ___ • c• psf • .Y--.-. Reinforced Fill: 30 0• • 135 Retained Fill: 30 0 135 Foundation Fill: 35 0 125 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd RFid SG600 7413 1.61 1.10 1.10 3805 1.50 2537 0.80 0.80 Analysis: 28 Foot Wall Unit Type: Leveling Pad: Wall Ht: Level Backfi ll Surcharge: LL -- Pref. Embed./ HingeHt./ Standard 21.5 in Crushed Stone 28.00 ft Results: Factors of Safety: Calculated Bearing Pressure: 4218 psf Eccentricity at base: 1.62 ft Reinforcing: (ft & lbs/ft) Calculated Laver Height Length Tension Reinf. Tvne 14 26 :67 • • 17.0 264 • SG600 13 24.67 17.0 388 SG600 12 22.67 17.0 538 SG600 11 20.67 17.0 688 SG600 10 18.67 17.0 838 SG600 9 16.67 17.0 988 SG600 8 • 14.67 17.0 1138 SG600 7 12.67 17.0 1288 SG600 6 10.67 17.0 1437 SG600 • 5 8.67 17.0 1587 50600 4 6.67 17.0 . 1737 • SG600 3 4.67 17.0 1887 • SG600 2 2.67 17.0 2037 SG600 1 0.67 17.0 1812 • • SG600 Reinforcing Quantities (no waste included): • SG600: 26.44 sy /ft C :\Program DINS. Site.kwp • • KEYSTONE-RETAINING WALL::l • • • Based int Rankine (modified) Methodology • 3.1.3 Overturning: Uncertainties: Peak: 2.00 1.50 1.50 Case: Case 1 Wall Batter: 8.80 deg. embedment: 2.00 ft • Date: 2/27103 • By: RAC • Bearing: 0 psf uniform surcharge DL -- 250 psf uniform surcharge Offset= 1.00 ft; Load Width= 100.00 ft Sliding 1.69 2.00 Serviceability: N/A LTDS FS Tal Ci Cds Overturning Bearing Shear Bending 3.43 '11.77 2182 • 5.12 Allow. Tension Tal 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok - - • • EARTH CONSULTANTS INC. Peak Connection Tel 1066 ok 1244 ok 1423 ok 1601 ok 1780 ok 1958 ok 1979 ok 1979 ok 1979 ok 1979ok '1979 ok 1979ok 1979 NG 1979ok (% of Rein. Strength Used •_' 47 % ) Senviccablity Connection Pullout Tsc FS N/A 5.93 ok N/A 7.97 ok N/A 9.37 ok N/A >10 ok N/A >10 ok N/A >10 ok N/A >10 ok N/A >l0 ok N/A >10 ok N/A >10 ok N/A >10 ok N/A >10 ok N/A ' >10 ok N/A >10 ok page of Y A N�xai}ir.Gl`4•°vr+FkA1rG'f!'k F"ik 4 '7e•.m i�b�eF���rc � '�.� L W4�' xfN' - .0408EXICONPANY Project: INS Case: 28 Foot Wall Design. Method:Rankine- wBatter (modified soil interface) Soil Parameters: Reinforced. Fill Retained. Zone Foundation. Soil ... Leveling Pad:. Crushed-Stone Modular Concrete Unit .Standard Geometry .Internal Stability (Horizonai geometry} • Height-: 28-.00 -ft • Backsiope: . • Angle: - 0.0 deg- - Batter: 8.80 deg • Surcharge: Dead -Load: • 250 psf External Stability (Horizonahgeometry) Height 28 ft - Backslope: • • Angle: • 0:0 0 deg Batter: 8.80 deg • Surcharge: . • - • . Dead Load 250 - Base width: 17 :0 - Minimum Design Safety Factors sliding= • 1.50 • - overturning = 2.00 ' bearing = 2.00 • - pullout = '1:50 ' shear = ' 1.50 bending = ' 1.50 'uncertainties = • 1.50 • connection = • t.50 ' Earth Pressures: k, = • .. sina asin(rr internal: ' External • = 30 deg • ' " 30 deg '96.80 deg ' • a = 96.80 deg • p = " 0.00 deg • _ • - 0:00 - deg 8. • 0.00 deg • S = • ' U. 00 deg H = 28.00' ft Hn =28.00" fi` ka =0.277 ' .ka• =0.277 p = 55.60 p = 55.60 Hinge Height: Hg ht - tan(batter) Hinge Ht= 12 ft . Pref:. Embed./ Hin ! eHt./ 30 30 . 35. z S •11+ sln(¢ + S) sin( a- S) sin( a + - Hand: Calculation c psf 0 0 . Depth 1.79 ft 0 . p cf 135 ..135 .125 In-Place-Wt. - .120. pot - Height: - 0 ;O0- ft • Live Load: • 0 psf Height 0:00' ft Live Load: -O psf :Mate: '• . "27 February .Designer:- • /RAC 2 .. • EARTH CONSULTANTS INC. A.=MINCIECOrtAPONY , Reinforcing Parameters: Strata-Grid. Geogrids Tult RFcr RFd. RFid LTDS FS Tal Ci Cds SG600 7413 1.61 1.10 1.10 3805 1.50 2537 0..80 0..8D Connection Parameters:. Strata-Grid Geogrids . Frictional. I Break Pt. Frictional. 2 SG600 Tcl= Ntan(31.90) + 1420. 3225. Tcl= Ntan(1.60) +3338 Unit. Shear Data Base Shear Inter-Unit-Shear Shear =- N. tan(40:00). Shear.=-N tanf-17.40) + 2432.52 • .. Calculation: . Calculated-Reactions- . For the !Modified" design method,. the back•ofthe _mass assumed.to• be-vertical•for calculation.of resisting•forces: • effectivesliding-Iength-=. 1-7..00-•ft Earth Pressure Equations - Pa ., 0.5 HIpific 2c.1F.-a). . •e.=. . qi. Pa . ..h . --; *Piz Co) 1 • - Pa PaSir • .% Reartion.s are: • Calculate Sliding-at Base .. For Sliding,.Vertical• Force-•=-W1 +W2+W3+W4+.gcl - = 58033 • .The resisting •force.within-theleinv mass Rf tan(30). • • • =-33506 The resisting force foundation; .Rf 2 := Ntan(35) • - A06-35 .The:driving forces Dfi arethe-surn•of the external earth pressures: - +Pelf 4-Pqd-=.16628- the Factor-of for Sliding -is-Rf 2;02 1 Pref: Embed./ HingeHt./ •Area • :Forr.,e Arm-x - - Moment • - :WI -6019.84 43.0633 :14 • • 18440 •2 41102.61. 111.5631 14_000 475276 W2a. 819245 ; 14_6813 9.333 3.8352. qd . 2718.43 111_5633 28.000 3.143.4. Pa. h 14685_04 N/. . .19.3331 -137060 Pqd. h 1942. .N/A. 114,000] . -27195. Sum V = 58033.32 Surn-Mr. = 563501.00 . . Sum H r= 16627.50 . Surn Mo . -164255 3 - EARTH CONSULTANTS INC. Nn, • "s4Liength :7411 ..toyt C. • A MAIRECINCOMPANY 'Calculate Overturning: • - Overturning moment: Mo SUM Mo Mo = 164255 • Resisting moment: Mr= Sum Mr Mr = 563501 Factor of Safety of Overturning = Mr /Mo =•3.43 • Calculate eccentricity at base: "with surcharge 1 without surcharge • ' • Sum Moments = 3992461399246 • Sum Vertical = - 58033158033 Base Length = 17.00 e = 1.62/1.62 Calculate Ultimate Bearing based on shear: where: Nq 33.30 Nc = 46.12 Ng = 48.03 (ref. Vesic(1973, 1975) eqns) Qult = 49626 psf Equivalent footing . width, B = L -2e = 13.76 / 13.76 Bearing pressure = sumV /B = 4218 psf / 4218 psf [bearing is greatest without liveload] Factor of.Safety for bearing = Quit/bearing= 11.77 Prof: Embed:/ HingeHt./ 4 - . .. EARTH CONSULTA. N1S -1NC. A COMPANY Calculate. Tensions in Reinforcing:. The tensions in the reinforcing.leyer, and the assumed load at the connection, is the vertical area supported by each respective. layer, Sv.Column [6J. is 2c sgrt(ka). Table of Results. ppf Ll Ll .. L31 . I4} . Ll . fsl . .0. ..lm Laver Depth zi . h1 ka/rho_ Pa. (Pas. +Pasd)_ c . (5+6)cos(d) -7 0.00 0.277/56 0 0 0 0 LJ . 1.101 . 11 Ti.. Tcl. . Tsc 13 1:33 ' • 264 • 1066 N/A 2.33 0:277/56 102 162 0- . 264- 12 3.33 388 1244 N/A • 4:33 • 0:277/56 352- 30t • 0 - • ' 652 11 5.33 538 1423 N/A ` 8.33 • 0277/56 751 439 0 1191 10• .7.33 688 1601. .. N/A 8.33 0.277/56 1301 578 '0 1879 •9 •-9 :33' •838 • n80' • NM 10.33 0.277156. 2000 717 0 2Zt7 '8 '11.33 988 "1958 N/A 1233 . 0.277/56 ..2849- .856- • . 0- ..3705 7 13.33 1138 1979 N/A • 14:33 0277/56• • 3846 • 994 • - 0 ... • • 4843 6 15.33 1288 1979 N/A 16.33 0.277/56 4997 1133 0 6130 . 5 • 17.33 .1437 . 1979 • • N/A 18.33 0.277/56 6296 1272 0 7568 4 19.33 • • 1587 -1979 • -N /A 2(1,33 0.227/56. 7744 141 t 0 9155. 3 21:33 1737 1979 N/A .22.33 0.277/56 .9343 • .1549• -0 10892. 2 23.33 1887 1979 N/A •' 24.33 ' '0.277/56 • •• 11091 ' 1688 •0" • . 12779_ 1. 25.33. 9n37 1979 N/A 26.33 0.277/56 12989 1827 0 14816 • 0• • 27.33- • 1812 - 1973 • • • • N/A • • • Pref: Embed./ HingeHt./ .. 28:00 ' • '0277/56" 14685 1542_ .. • U . ..16826 5 - • • . EARTH CONSULTANTS INC. w.ezal,iatre; CCNIECII COMPANY Calculate sliding on the reinforcing: • The shear value is • [1] • [ • [3] • Laver *Depth zi Li 14 1.33 '0.00 ' 13 • 3.33 15.21 ' 12 5.33 '15.21 '11 7.33 • - 15.21 10 ' 9.33 1521 '9 ' 11.33 1521 8 ' 13.33 15.21 7 15.33 15.21 6 17.33 15.21 5 19.33 15.21 4 21.33 15.21 .3 23.33 15.21 2. 25.33 15.21 1 27.33 15.21 • Pref: Embed./ HingeHt.E the lessor of base =shear .. [ • [ • [ • ' 'Cds ti • 0 • 0.80 2522 • 10401 0.80 2657 '14248 ' 0.80 ' ' 2792 . 18013 ' '0.80 • 2927 21693 " 0.80 ' • 3061 - 25290 . 0.80 " 3196 - 28803 ' 0.80 3212 • 32233 0.80 3212 35579 38842 42021 45116 48128 51056 or inter -unit shear. . - [7] . [8] . 19] • • [10] '111] • [12] • RF • ka ' f'a • Pas OF' fS . • 2522 ' 0.277 • ' 33 • 92 126 20.05 • '7461 " 0.277 '208 • • 231 • 439 ' - 198 '9373 • 0.277 533 - • - 370 - 903 . 10:38 • 11246 ' 0.277 • 1007' " • 5-09 • '1575 7.42 ' 13081 ' '0.277 ' 14t5iI - 0:277 16516 • 0.277 18100 0.277 • 1632 . 647 - 2406 ' 786 3330 • " 925 4404 •1064 0.80 3212 19646 0.277 5628 1202 0.80 32 21153 0.277 7001 1341 0.80 3212 22621 0.277 .8525 1480 0.80 3212 24051 0.277 10198 1619 0.80 . 3212 25442 0.277 12021 1757 0.80 3212 . 26794 . 0.277 13994 1896 '2279 3192 • 4255 5468 6830 8342 10005 11817 13779 15890 - 6 -- ... EARTH. CONSULTANTS. INC. '5.74 4.66 3.88 3.31 2.88 2.54 . 2.26 2.04 1.85 1.69 • • • .COMPANY Calculate pullout of each layer in the Coulomb, AASHTO, and Rankine me • • layer pullout (Rf)'divided by the tension (Df) The angle of the failure plane is: 30: • .[1 ] .12i • 131 . 141 . • [ [ •taver - Depthzi •Le • SumV• 'Ci 'POi '14 ' • '1.33 3.94 ' 1694 0.80 '1565 '13 *3:33 • 4:79 • • 3350 ' 0.80 - 3095 ' 12 5.33 5.63 "5462 5462 ' 0.80 ' 5045 • 11 • 7.33 6.48 • "8030 ' 0.80 7418 10 . 9.33 • 7.32 11055 0.80 ' 10212 9 11.33 8.17 14535 0.80 13427 8 13.33 9.01 *18473 * 0.80 . 17064 7 15.33 9.86 22866 0.80 21123 6 17.33 10.70 27716 0.80 25603 5 19.33 11.55 33022 0.80 30505 4 .21.33 1239 38785 0.80 . 35828 3 23.33 13.24 44972 0,80 41544 .2. . 2 14.08 49082 .0.80 45340 1 . 27.33 14.93 52313 . 0.80 48325 .Prefr Embed./ HingeHt./ • thods, the FoS of pullout is calculated as the individual in in that layer. 00 degrees from vertical [8] Ti • PS PO • • • 264 '388 '538 688 838 988 1138 1288 1437 1587 1737 1887 2037 1812 5.93 7.97 9.37 10.78 12.19 13.59 15.00 16.41 17.81 19.22 20.63 22.02 22.26 26.67 - .7 - . EARTH. CONSULTANTS INC. • 4404111:011 COMPANY Check Shear & Bending at each layer • Bending on the top layer the FoS• of ' need be moved back'from t lac • ' [1 ] [2] [3] [4] [ t_aver Depth to zi Si flF he • DM '14 • ' 1.33 • 1.33 • ' 71 • •56 . 13 3.33 '1 :00'• •'89 12 5.33 '•1:00" 171 "122' 11 7.33 1:00 '221 156 ' • Overturning of the units: {Most surcharge loads e.) [6] 17] • [ 19] • [10] • Pv RM • fS b 'Shear • FS St • 0 • ' 286 '5.12 • 2522 '20.05 573 • 1325 14.87 - 2651 • '15.14 • 1003 2162 ' 17.66 ' "2792 • 11:15 /433' '2999 ' 19.26 ' 2927 ' ' 8.99 10 ' 9:33 • 1.00 • 271 ' 189 ' ' ' 1863 ' '3836 " 20:30 ' 3061 7.65 • ' 9 . "11.33 1.00' " 321 ' • 222 ' 2293* "4673 '2/.02 "3196 • ` 6.73 8 • 13.33 1.00 • • 371 • 256 • 2488 - 5053 19.77 ' 3212 5.84 7 15.33 1.00 421 289 ' 2488 5053 • 17.49 3212 5.14 6 17.33 1.00 471 322 2488 5053 15.68 3212 • 4.59 5 19.33 1.00 521 356 2488 5053 14.21 3212 4.15 4 21.33 1.00 571 389 2488 5053 13.00 3212 3.78 3 23,33 1.00 621 422 . 2488 5053 ,11.97 32 3.47 2 25.33 1.00 671 455 2488 5053 1 1, 09 3212 3.21 1 27.33 1.00 72.1 364 2488 5053 13.89 3212 2.99 • .. [. pre:. Embed./ HingeHt./ EARTH" CONSULTANTS -INC. fen • A C Mlle 1I COMPANY • Project: INS Proj. No.: 257944 Design Parameters • Reinforcing Parameters: Strata -Grid Geogrids • Tult • RFcr ' RFd • RFid - LTDS FS • 7413 1'.61 1.10 • '' 1 ' 3805 1:50 • SG600 Soil Parameters. . Reinforced Fill: • Retained Fill: • Foundation Fill: Reinforce Fill Type: Silts & sands Unit Fill:' Crushed Stone, 1' inch minus Peak Acceleration= 0.36 g •• Vertical Acceleration = 0.00 g Factors of Safety (seismic are 75% of static) • Sliding: '1.50/1:13 Overturning: Pullout: 1•.50/1.13 • Uncertainties: Connection "Peak: Peak: Analysis: 28 Foot Wall Unit Type: Leveling Pad: Wall Ht: Level Backfill • Surcharge: LL -- Results: 0 psf uniformn surcharge DL = ='100 psf uniform surcharge • Offset= 1.00 ft; Load Width =100.00 ft Sliding Factors of Safety: • 2:06/1:16 Calculated BearingPressure`.' 3808/8090 psf • Eccentricity at base: 1:07 ft/0.001 Reinforcing: (ft &1bs/ft) Calculated Laver Height Length 'Tension - Reinf. - Tvpc 14 • 26.67 19.5 1677596 SG600 13 24.67 193 305/791 " SG600 • 12 ' ' 22.67 •19 :5 '455 / 997 "SG600' 11 ' '20:67 ' '19.5 605 / 1203 ' SC600 10 '18:67 19:5 • • 755 1 1409 • • • "S0600 • 9 16.67 19 :5 • ' 905 % 1616 SG600 8 14.67 19.5 1054//822 • SG600 • ' 7 '12.67 • ' 19:5 120412028 • "3G600 6 • 10 :67 '19'.5 - 1354'/ 2234 • • SG600 ' '5 '8.67 19.5 •' 1504 7 2440 • SG600 • '• 4 • • 6.67 " 19.5 • 1654'/ 2647 • • SG600 ' 3 • "4.67 • 19.5 1804 / 2853 'SG6b0 • • 2 ' '2.67 '19.5 • 1954 / 3059 ' • SG600 • 1 '0.67 19.5 •1742 / 2904 • SG600 • Reinforcing Quantities (no waste included): SG600: 30.33 sy /ft . ref :'Embed. / Hirt eHt.1 C :\Program Files\Keywall 20011INS Site.kwp • Standard 21.5 in • Criuslied Stone '28.00 ft - Seismic Case: Case 2 30 • 30 '35 . SEISMIC DESIGN (display: static/seismic) . c. nsf }icf • 0 ••135• 0 ' 135 0 '125 "Wall Batter: 8.80 deg. Overturning Bearing Shear Bending • 4'.88/1.75 '15.87/4.06 • ' - -= 72.94 - -- /4.41 Allow. Tension •'al 2537/4357 ok 2537/4357 ok 2537/4357 2537/4357' ok '2537/4357 ok '2537/4357 ok 2537/4357 bk • 2537/4357 ok • 2537/4357 ok '2537/4357 ok' "'2537/4357 ok • 253714357 bk ' 2537/4357 ok •2537/4357 bk • 2.00/150 • 1:50/1 :13 1.20/0•.90 embedment:• 2'.00' ft - Peak Connection • Tcl • '1332/17'77 ok 1555/2074 ok 177812371 6k 2002/2669 ok • ' 2225/2966 6k "2448/3263 'ok " 2474/3299 ok 247413299 olc • 2474/3299 ok • *2474/3299 'ok • 2474/3299 ok 247413299 ok '2474/32996k 6k • ' 2474/3299 ok ( % of Rein. Strength' Used = 44 % ) Date: 2/27/03 By: RAC • • Bearing; • • 2.00!1 :50 • Serviceability: 'N/A Tal Ci Cds • 2337 0.80 0.80 - Serviceablity Connection Tsc - N/A "N /A N/A "N /A •'N /A 'N /A "N /A 'N /A 'N /A 'N /A " "N /A 'N /A "N/A 'N /A' - ' ' EARTH CONSULTANTSINC. Pullout FS 9.99/2.79 ok >10/4.68 ok >10/6.18 ok " >10/7.51 ok • ' >1070/8:75 ok ' >10/9.94 ok >10/ >10 ok >10/ >10 ok >10/">10 ok • - >10/ >10 ok • >10/ >10•6k • >10/ >10 • ik >10/ •ib ok >10/ >10 ok page of ue )ynliWlalueJlf.l�leUbN'11Ai1�1 ~ I�YM.Yi1 A. c.COMPANY Project: INS Case: 28. Foot Wall - Seismic. Design Method:Rankine-w/Batter (modified soil interface) Soil Parameters: Reinforced Fill Retained Zone. Foundation Soil. . Leveling Pad: Crushed. Stone Modular Concrete Unit .Standard Geometry . Internal Stability Height: 28.00 'ft • Backslope: • Batter: • • -8:80 deg . Surcharge: -Ekternal.Stability • Height: 28.00. ft -Backslope: -Batter: 8.80 deg •Surcharge: Base width: . 19.5 • Earth* Pressures: ,sin2. sin(a 1 s i n k- ci) ,q)]2 : 7 • 'Internal: ' External 4= deg 4 • - 30 deg =,.-• 98.80 deg a = 98.80 deg = ' 0.00 deg 13 = • 0.00 deg 5- ' 0.00 deg 8 = • • 0.00 deg = 28.00' ft • • Hn =28.00 'ft ka '0.277 ' ka =' 0.277 p 55:60 p "5560 Hinge Height: 2 CG Hg_ht . tan(batter) Hinge Ht= 12 ft Piet: Embed./ HingeHti siri (a +6 •Dead Load: 100 • •nd:Calcidation psf 30 0 30 .0 35. 0 Depth, .1.79. ft pcf. 135 135 125 120 pcf (1-lorizonal geometry) Angle: • 0.0 deg -Height: • 0.00 ft •Dead•Load: 100 psf • Live•L-oad: -0 .psf (Iforizonal -geometry) Angle: 0.00 deg Height: • 0.00 ft • • Minimum Design Safety Factors • - sliding . = • 1.50 overturning= 2:00 • • bearing= 2.00 • pullout = 1:50 • • shear = 1:50 • 'bending= - 1:50 • uncertainties = '1:50 • connection = • 1.20 •Live Load: -0 psf • ". • ' -'27T-elmiary:2003 • Designer: . . - RAC . 2 - .EARTH CONSULTANTS INC. 9, „, • d'A.V.V., ii- Z re 2 -I C.) 0 co a tu UJI U) u j 0 g 5 u. c/ w z 0 Z I- D O ° 0 - 0I- 1 0 0 (j) 0 1 0 1- z • • A. OZNIECIIICOMPANY Reinforcing Parameters: Strata -Grid. Geogrids Tult RFcr RFd RFid LTDS FS SG600 7413 1.61 1.10 1.10 3805 1.50 Connection Parameters: .Strata-Grid. Geogrids Frictional .1 Break Pt. SG600 Tcl= Ntan(31.90) + 142D. 3225 Unit Shear Data Calculation: Calculated: Reactions. • For the "modified" design,method •the back of the mass assumed•to • calculation• of resisting forces: effective sliding-length-=-19:50 . ft Earth Pressure- Equations- Pa = 'Pa _Ta Pa Co PaS (. •: Sum. V = .661.0227 Sum H = ..154.62.02 Base. Shear . Inter -Unit. Shear. Shear. =. N Area ' Force . Arm -x • •••=Moment •:1N1 6019.84 . [3 :0631 - :000 7 18440 W2 50552.61 .[12.8.13). 14.000 6 W2a . 8192.45 .. [4.681] 9.333 38352 . qd 1337.37 . [12.813J 28.000 17136 Pa h 14685:04 N/A 19.3331 333J 437060 Pgd 777 N /A. [14.000] - -10878 Calculate Sliding at Base ..For_.Sliding,.Vertical Force = Al 1 +W2 +. +W4 +qd • = .66102• The resistingforcewithin the rein; mass -Rf 1 = N tan(30) .=.38164 The resisting force at foundation, •Rf_2 = N tan(35) - -= 46285 The IX; are the sum • Pa +- Pql + Pqd= •15462 the Factor - of Safetyfor•Sllding isRf_1 /Df = 2.47 Pref: Embed./ HingeHt./ 3 "EARTH•CONSULTANTSINC. Tal Ci Cds 2537 0.80 0.80 Pq =..gHka • Vii_ - =r . Sum Mr= 721665:86 .. Sum Ma 447938 Frictional 2 Tc1= Ntan(9.60) +3338 . - Shear.. = N.tan(17.40) .+.2432.52.. .be. vertical. for , r r ty,sy w.M iim ::ti.: ° V 4 0 , 44• ' - •AW411110/COtt1PANY Calculate Overturning: Overarming moment - NW = Sum 1 to Mb = 147938' Resisting moment = Sum Mr Mr = 721666 Factor of Safety of Overturning = Mr /Mo = 4.88 Calculate eccentricity at base: with surcharge / without surcharge Sum Moments = 573728/573728 Sum Vertical = 66102/66102 Base Length = 19.50 e = 1.07/1.07 Calculate Ultimate Bearing based on shear: where: Nq = 33.30 Nc =46.12 Ng = 48.03 (ref. Vesic(1973, 1975) eqns) Qult = 60432 psf Equivalent footing width, B = L -2e = 17.36 / 17.36 Bearing pressure = sumV /B = 3808 psf / 3808 psf .jbeering is greatest without Ilveloadi Factor of Safety for bearing. = Quit/bearing= 15.87 Pref: Embed./ MingeHt./ -4- EARTH CONSULTANT 4NC. _..._....•,..,.,.. ".. �_ • x�........ �: i«: J.. �. iu�ly; ti��: tu::. 4'.. �wuw. w:: �= usa« a.: yt; a: tuaa: ei24t.dw'.c4;it�3x414" u;.u�51+ ' 4 . ' 'A:S. :141lSt!1COMPANY Calculate Tensions in Reinforcing: - The tensions in the reinforcing layer, and the assumed load at the connection,. is the vertical area supported by each respective layer, Sv.Column .[61 is 2c sgrt(ka). Table of Results ppf • Ll ..2J . . _.131 ..141 .11 .1g ... Ll .01. .121_ . [.1.01. _11 11 Layer Depth zi h.1- ka1rho Pa . (Pas ±Pasd) . c. (5 71-6)cos(d) -7 Ti_ . Tcl. Tsc 0.00 0.277/56 0 0 0 0 "13 ' 133 ... 167 ' ' "'N /A .2.33 0277156. 102 65 .. . 0. ..1-67 12 3.33 305 1555 N/A ••4:33• • •0.277/56 352 120 • 0 •472 11 5.33 455 1778 N/A ' ' 6.33 •0.277/56 - '751 •176 ` 0 ' ' 927 .10 7.33 .605. ..2002 .. N /A- 8.33 0.277/56 1301 231 0 1532 • - • 9 ' 9:33 . .755 .2225 • • N /A 10.33 0.277/56 2000 287 0 2287 8 • 11.33 •905 ' 2448 N/A .1 -2.33 .0.277/56- .. 2849. .... 342 . 0.. ..3191 . 7 13.33 1054 2474 N/A 14.33 • 0:277/56 • 3848 • • • 398 • • 0' • 4246 6 15.33 1204 2474 N/A '16.33 ' 0.277/56 4997 " 453 ' 0 • "'5450 5 17.33- 1354 2474 N/A 18.33 0.277/56 6296 509 0 6804 - • 19:33 - 1504 •2474 NIA • 3 21.33 20.33 0.277156 7744 564 0 8308 1654 2474 N/A 2233 0.277/56 ... 9343- • •. 620 ..0 - 9962 2 23.33 1804 2474 N/A - 24 :33' • 0:277/56 • -11091' .... 675 • • 0 • 11766 1. 25.33. 1954 2474 N /A_ 26.33 0.277/56 12989 731 0 13720 0 27;33- - 1.742- ... 2474 . • - NEA - - 28.00' • • 0:277/56 - .. 1 777 ' • 15462 • .. Pref :. Embed;/ Hin s eHt./ .. r.5 , ... EARTH. CONSULTANTS.INC. A: .M COMPANY • Calculate sliding on the Layer The shearvalue Depth zi ' Li is the lessor of base = shear 111 [ [31 .. [ • [ [ " N Cds z 14 .. 1:33 ' 0.0(7 ' "0' 0:80 '2522 '13 • '3.33 '17.71 ' 9572 '0.8(7 '2657 '12 • '5:33 '17:71 "14141 '0 :80 '2792 11 • 7.33 17.71 • 18627 '0.80 '2927 10 "9:33 17.71 23029 '. 0:80 ' '3061 9 11:33 17.71•• 27347 '8 13.33 17.71 '31582 7 15.33 17.71 • 35733 6 17.33 17.71 39800 5 19.33 17.71 43784 4 21.33 17.71 47685 3 23.33 17.71 51502 2 25.33 17.71 55235 1 27.33 17.71 58884 . Pref:. Embed./ HingeHt./ or inter=unit shear. [7] .. [81 [91 [10] . • RF ka ' Pa • Pas 2522 '0:277 33' ' '37 • 7078 '0:277" ' ' "208' ' '92 '9323 '0:277 "533 ••148 11530 '0:277 ' '1007 ' '203 13698"0:277 . • '1632 " "259 0 :80 "3196 '15827 '0.277 • 2406 " 314 '0.80 "3212 ' 17799' '0:277 3330 370 0.80 3212 19717 0.277 4404 425 0.80 3212 21595 0.277 5628 481 0.80 3212 23435 0.277 7001 536 0.80 3212 25237 0.277 8525 592 0.80 3212 27000 0.277 10198 647 0.80 3212 28724 0.277 12021 703 0.80 3212 30410 0.277 13994 758 6 - ... EARTH 'CONSULTANTS -INC, raLi thuu • Mr 4 'DF '•FS • 70 35.8g '301 ' 23:55 ' 681 "13:69 • "1211• "9:52 '1891 ' '7 :24 "2720 - 5:82 3700 4.81 4829 4.08 6109 3.54 7538 3.11 9117 2.77 10845 2.49 12724 2.26 14753 2.06 • • • A. C3AI"COMPANY Calculate• pullout of each *layer • In• the•Coulomb,•AASHTO, Rankine' me •layer pullout (Rf)'divided the tension (Di) The angle of the failureplane'is :•30: 111 '[21 . 131' . .. [4) i5) "i61. Layer ' Depth zi Le • • SumV • Ci • pa • "14 1 :33 • 6:44 ' "1803 • "1666 • • 13 - 3:33 " 7..29 "4007 • " 0.80 '3702 • 12 • - 5.33 ' - 8.'13 - 6667 • 0:80 '6/59 "11 "7:33 " 8.98 "9784 ' "0:80 "9038 10 "9:33 " '9.82 " " 13356 '0.80 ' 12338 '9 ' .11 :33 10.67 " 17386 ' ' 0:80 *16060 8 7 6 5 4 3 2 1 • .I .. • Pref :..Embed. HingeHt./ thods, the foS °ofpullout is catculated'as in in that layer. 00 degree•from vertical "Tr "FS' - PO •'167 "999 '305 "12:13 . • 455 ' 13:53 . 605 '74:94 755 '16:35 •905 • 17.75 13.33 ' 1 '21871 0.80 20204 1054 19.16 15.33 12.36 26813 0.80 24769 1204 20.57 17.33 13.20 32211 0.80 29755 1354 21.97 19.33 14.05 38065 0.80 35163 1504 23.38 21.33 14.89 44376 0.80 40993 1654 24.79 23.33 15.74 51131 0.80 47233 1804 26.19 25.33 16.58 56009 0.80 51739 1954 26.48 27.33 17.43 60007 0.80 55432 1742 31.81 - •.. .EARTI1ZONSULTANTSJNC. f '`1Ui {v.31S.i,'rtuvSw,ti �:: 4,4A+1.5.1,444i4 ' • : '. • •A.lCOMPANY • • Check Shear & Bending•at each layer Bending on the top layer the* FoS of Overturning' ofthe units. • (Most surcharge tud • - need to bemoved back from the face.) [ [2J [31 . [4] •.E5J- . t6J • [Fl. . '[8]. [9] .11 layer Depth zi Si" "OF ' DM 'PV .. RM FS b Sher FS' Sh • 14 ' 1.33 • 1.33' "' 43 "65 0" • 286 - 4:41 2522 35:88 - 13 '3.33 ' ' 1: '93 ... 71 '573' "1325 '18 :77 "2657 '19:85 12 "5:33 1:00 143 '104 '1003 2162 '20:81 "2792 "13.37 • 11 ' 7.33 1:00 • 193 137 "1433 • "2999 "21 :86 2927 "10:31 10 9:33 1.00 243 ' 171 '1863 "3836 ' 22:50 - 3061 '8.54 9 11:33 1.00 '293 '204 2293 • 4673 '22.93 3196 ' 7.37 8 13.33 1.00 343 237 2488 5053 21.31 3212 6.32 7 15.33 1.00 393 270 2488 5053 18.69 3212 5.51 6 17.33 1.00 443 304 2488 5053 16.64 3212 4.88 5 19.33 1.00 493 337 2488 5053 14.99 3212 4.38 4 21.33 1.00 543 370 2488 5053 13.64 3212 3.97 3 23.33 1.00 593 404 2488 5053 12.52 3212 3.64 2 25.33 1.00 643 437 2488 5053 11.56 3212 3.35 1 27.33 1. 693 350 2488 5053 14.44 3212 3.11 • I ..Pref:.Embed./ HingeHtd . .. EARTH .CONSULTANTS.INC. .111x.;.. ti� v • A C 4VECM CfRIPANy • • EXTERNAL STABILITY • Horizontal' Acceleration = 0:36g VerticatAcceleration =• 0.00g Am =1'.45 --A)A =0:392 • kh(ext) = Am /2 =•11196 I .. Pref: Embed. /.HingeNt./ • inertia Forces of the•soil•mass: • • W2s = •H •x (H2/2'='face depth) * gai m ra • = 28:00 x 12:21 • • • = 46147.50 ppf Pir ='W2s * kh(ext) • _' 9054.14 inertia Force of the Face: ' W1 = 6019.84 ppf Pif = W1* kh(ext) = 6019.84x0.196 = 1181.093 Seismic Thrust , Pae D_Pae = 1/2 x gamma x sqr(H2) x (Kae- DPae = 1/2 x 135.00 x 784.00 x (0.415 - = 7262.58 Reactions for Seismic Calculations Area. Force Arm -x Arm -v W1 6019.84 . 13.0633 14.000 W2 50552.61 . [12.8133 14_000 W2a. 8192.45 f4.6811 9.333 gd 1337.37 . 112.813J 28_000 Pa _ h 14.68E04 NIA (9,333)_ Pgd_h 777 N/A 114_0001 Pir. 9054_14 7..000 •114.0001 Pif 1.181.09 - 1.271 [14_0001 . D, -Pae_. h. . 3711 22..101 . (16.800).. . Sum. V = . 66102 ..Sum H = .32959.84 .. Sum -Mr.= . Sum -Mo. = Ka) 0.277) Moment 18440 647738 38352. 17136 -237.060 -.1 Q878 -126758. -1.6535. - 12201.1. . 121665.86. ..- 413243. . EARTH CONSULTANTS INC. • 'A 4OMMECINcoMF?ANY Sliding Calculations Pa = 14685.04 ppf Pae = 7422.45. ppf PIR = 10235.23•ppf Resisting Forces.= (W1 + W2) tan(phi) Reinforced fill = 66102.27 x- tan(34.00) =48164.16 FS = RF /(.(Pa + Pae) x cos(delta) .+ P_IR) ,FS = .1. Overturning .Calculations Overtuming.moment:.Mo F. Sum MO MO 413243 . Resisting Moments Mr = Sum Mr • • Mr = 721666 • Factor .of Safety•of.Overturning = Mr /Mo =.1.75 Calculate eccentricity at base: Sum .Moments = 270071 • Sum Vertical = •66102 • -Base Length = 19.50 • • •e =5.66 • Calculate Ultimate Bearing based on shear: where: • Nq = 33:30 • Nc = 46.12• • • Ng = 48:03. (ref; Vesic(1973, •1 eqns) . Quit =•32853 • psf • • •Equivalent footing width, B = L -2e = • Bearing pressure - sumV /B = 'Factor of'Safety for bearing = - QultJbearing='4 :06 INTERNAL STABILITY • kh(int) ='(1.45 -A) A = •(1:45 -0.36) 0:36=0:39 Inertia•Forces W1 =1:79 X28:00 K120100 x'kh int) =2362 ppf • • • 1 • • Pref: Embed. /.HingeHt./ • Wedge = Wedge x kh_fnt [for failure plane angle of 60.00deg.] = 22361 x0.39 = 8774 ppf Total Additional Internal Dynamic Loading 8774 + 2362 11137 ppf - 1 . 0 . EARTH .CONSULTANTS INC. fitk • &WOMB COMPANY Tension in Reinforcing - Laver . Le it) Tension - Dvn Tension • 14 . '6:44 • .166.73 - 429:32 13 ' 7.29 • 30524 -. 485.65 "12 "8:13 . • 455:09 '541%98 '11 ' 8.98 ' 604.94 ' - 598.31 10 9.82 . 754:79 ' "654.64 • '9 1067 " 904.63 • 710.97 '8 '11'.51 '1054.48 "767.31 "7 12.36 ' 120433 ' • 823.64 • ' 6 . 13:20 '1354118 - 879.97 5 14.05 '1504:02 '936.30 4 14.89 1653.87 992.63 3 15.74 1803.72 1048.97 2 16.58 1953.56 1105.30 1 17.43 1742.44 1161.63 . . Pref: Embed,/ Hin eHt./ • Total 'Tension ( - 596:04 790.89 * 997117 • '1203.25 1409.43 • 161 • '182179 ' • 2027:97 - 2234.15 2440.32 2646.50 2852.68 3058.86 2904.07 - 11 - EARTH CONSIJLTANTSINC. d•AN•VIA • • FoS Pullout • • 2.79 - 4.68 - 618 • 7:51 • • • 8:75 "9.94 '11.09 • - 12.21 • '13.32 14.41 15.49 16.56 16.91 19.09 EN\V ENGINEERS NORTHWEST, INC. P.S. STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., SEATTLE, WA 98115 (206) 525 --7560 F, (206) 522-6698 ......L... INS Site Retaining Walls STRUCTURAL CALCULATIONS Feb 21, 2003 FILE COPY CITY Of TU` II.A APPROVED MAY 2 9 2003 Mn DO3Ob ::41iw'144:1.:il ilu.+i.ta',4;4..KMci,' ' Ath '�+XCtNtry.'�''rh.'y"�'! RECEIVED CITY OF TUKIN11- FEB 2 4 2003 PERMIT CENTER :'AR 2 6 2003 1 REID MIDDLETON ENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT I _ SUF31ECf ":17 PROirri. 5 6869 WOODLA\VN AVE. N. E.. 4205. SEATTLE. WA 98115 (206) 525 -7560 FAx (206) 522 -6698 i2 c 6,.)v -( IS Est Esau rrar- DA'II'. d.3 014 OF BY •• PROJECT # //z SUBJECT 1 v 6869 WOODLAWN AVE. N. E.. #205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-6698 PROJECT - DATE /' 3f'0„3 SHEET /2 2) 3 OF BY a � c O i r 'o ENW ENGINEERS NORTHWEST, INC., P.S. ^' STRUCTURAL ENGINEERS 6 9.I Stem From top (t 1/10 th Pts.) Mu K•FT vu KSI P Vertical reinforcing As bar size Spacing Horizontal reinforcing As bar size Spacing Remarks 0.733 1.467 2.200 2.933 3.667 4.400 5.133 5.867 6.600 7.333 0.037 0.001 0.0000 0.165 0.003 0.0000 0.406 0.004 0.0001 0.784 0.006 0.0002 1.322 0.009 0.0004 2.045 0.012 0.0006 2.975 0.015 0.0008 4.136 0.018 0.0011 6.651 0.022 0.0015 7.244 0.026 0.0020 0.22 6 18 0.22 6 18 0.22 6 18 0.22 6 18 0.22 6 18 0.22 6 18 0.22 6 18 0.22 6 18 0.22 6 18 0.23 6 18 0.29 5 12 0.29 5 12 0.29 5 12 0.29 6 12 0.29 6 12 0.29 5 12 0.29 5 12 0.29 5 12 0.29 5 12 0.29 5 12 Ftg.Toe t Stem Mu K•FT vu KSI p Bottom reinforcing As bar size Spacing ~ /6' 0.000 0.000 0.0000 0.00 6 0 Ftg.Heel Stem Mu K•FT vu KSI p Top reinforcing As " bar size Spacing -__ T �.r›? g 8.898 0.030 0.0012 0.20 6 26 Shear key reinf.3" clr. to toe face d = 20.626 Mu K•FT vu KSI p Vertical reinforcing As bar size Spacing 0.294 -0.008 0.0000 0.00 6 1250 PROJECT . - �NS`S�;Il�dlls';141:fOOtf' l'd� ling =:.1 Input = ;� F :�.? � ( per lineal �ft. ) Equiv. active pressure PCF= Equiv. passive pressure P CF= Uniform horiz. pressure PsF J a ^' MYi Soil density P`F <7.12O F'C KSI= Fy KSI Vert. Reinf. size ( #) = In. dSTEM IN. _ da.o.F. IN. uT.o.F. Horiz. Reinf. size ( #) = Allowable soil bearing KSF= CONCRETE RETAINING WALL Coefficient of friction = Toe F T._ n' '• : ^1;{ _ .,,. 5..0.x;.;... Shear key width IN. Shear key height I"• ,1r•'; Restrained ? (Y or N) � .1 :.:.......::.: Slab resistance K IPS = 0.000 - Passive KIPS = 1.389 w FT._ 1 . ree,.... Friction = 1.610 kips qs max. = 4.650 ksf 4.650 ksf 2.635 ksf NOTE :allowable vu " °' = 0.110 MAX.!! ENGINEERS NORTHWEST, INC, P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Page 1 F.S. Overturning = 1.63 F.S. Sliding = 1.54 Pv PLF__ 77. Surcharge "r _ �„ 0 t / ElIV -0" V Lbrg.= 2.31 ft. H ' FT.= .•+. y O i,.. W-N•w�J• TsON._ i( ; ; '112 �'�: .( :.::iw:li BuryIN•=? 7 6 1 . Tf 4_ r I. ;s"°>s'0't"`i Width rr�:_•�'�'"'r qs min. = 0.000 ksf SHEET OF Rev. 2/19/97 73 T.O.S. :283 :..• El 0'-0" 376 c@ B.O.F. 2/3/2003 RETWALL6 -L.XLS S1X'1 £00Z /£ /Z 60Z 9 E0'0 6u!3ed9 azis Jug ms`d 6u!3Jolu!aJ le3!Uaq 04 9 61 6u!3ed$ azIs.eq zNISV 6u!3Jolu!ai dot 0 9 00'0 6upedS az!s .ieq zNI V 6u!3Jolu!aJ wouo8 reN 4000'0 Z00'0 £9Li d ISM nn .U)4 nW 9Z9'0Z = P 0£00'0 090'0 ZZL'4Z d 0000'0 000'0 000'0 d ISM nn s)ljewaa • .,0-.o la 0 :.. 88£ 'S'O'1 0 EL• L6/6 42 'na21 30 Z4 Z4 Z4 Z4 Z4 Z4 Z4 Z4 Z4 Z4 9 9 9 9 9 9 9 9 9 9 62'0 62'0 6Z'0 6r0 62'0 6Z'0 6Z'0 6Z'0 63'0 62'0 6u!3ed9 az!s req zNlsd 6u!3jolu!aJ Iewoz!JoH Z4 E4 91. 84 84 84 81. 84 84 84 9 9 9 9 9 9 9 9 9 9 £p'0 8£'0 4£'0 zz'0 ZZ'0 ZZ'0 ZZ'0 ZZ'0 ZZ'0 ZZ'0 6u!3edS az!s req zNlsd 6u!3iolu!aJ Ie3!UaA 8800'0 EE00'0 8200'0 6400'0 £400'0 8000'0 9000'0 2000 4000 0000'0 91 8E0'0 ZE0 920 OZ0 940'0 440'0 L00'0 1,00'0 200 099'14 188'84 8E8'6 966'9 91'1'1,' ZZO'E 691'4 468'0 Z9E'0 110'0 d ism nn la.„ 111111 ('ski L1 04/4 0) d !s)I' 000' ='u sb '''' Fig7 1 4= NIl Ne ..0•.013 u E9'£• = •6�q l SteT'M'N'�•�f'I = •la z es =aid 4d Ni • . : ,1= J" a6Je43JnS ;: . raid Ad 99 = 6 u!P!IS'S'd 08'4 = 6u!wnpanO •s•d Nt kFJ.4ii{IY+Rit abed II'XV 044'0 = 99L'E 664'9 !S)I , sd!i 0L4•Z = S4»4 an!ssed - 000'0 = SdIN a3uels!saJ gels r •> ( N �o A ) L pau!ei)sab s. - : > ') _•Nl 146!a I �ea4S =•NI 43P!M Aa)! nays ao1 = uo!43!Jl to lua!3ldao0 = .ISM 6u! l!os algeMon , = ( #) az!s •lu!ab •z!JoH Y0'.19 664'9 6Z8'Z ti•e!Yj� = ( #) azls '11.11.813 c 'E" a UaA u08'ti ` +•1 = Ad ' A4wr�.•i. -3 = 1 ▪ +sa p f ` - amssaid zuo4 uiol!un = id amssaid an!ssed •n!nb3 +hvin.r7,.. = aid ainssard an!!3e 'n!nb3 ('41 !eau!' 1!r !-'1 ) �,.:. rr <, i+ = lndul } • .n[.5r!y 11YM ONINIV1321313213NO3 S1196 'VM '3111V3S (SQZ 3iins) '3'N '3AV NMV1000M 6989 133HS 'S'd 'ONI '1S3MH1210N S2133NION3 = •xew sb = uo!33!J: 'NI nn' amemolle:310N 4- — 013p - 'NI - N wsisp 13 r021d 03ej 00) 0; '.II ..S'lu!az g(a)l nays wa)S ; IaaH' 8£8'04 008'6 L9Z'8 88Z'L 00Z'9 L94'9 ££4'1, 004'£ L90'Z E£0'4 o) WOJ: was wow 0 a01'6)d Stem From top (@ 1/10 th Pts.) Mu K -FT vu KSI p Vertical reinforcing As bar size Spacing Horizontal reinforcing As1N2 bar size Spacing Remarks 1.333 0.134 0.002 0.0000 0.22 7 18 0.29 6 12 2.667 0.629 0.006 0.0002 0.22 7 18 0.29 5 12 4.000 1.626 0.010 0.0004 0.22 7 18 0.29 5 12 5.333 3.267 0.016 0.0009 0.22 7 18 0.29 6 12 6.667 6.693 0.022 0.0016 0.22 7 18 0.29 6 12 8.000 9.044 0.030 0.0025 0.29 7 18 0.29 5 12 9.333 13.462 0.039 0.0033 0.38 7 18 0.29 6 12 10.667 19.087 0.049 0.0041 0.47 7 15 0.29 6 12 12.000 26.061 0.060 0.0057 0.65 7 11 0.29 6 12 13.333 34.525 0.072 0.0078 0.89 7 8 0.29 6 12 Ftg.Toe Bottom reinforcing @ Stem Mu K -FT vu KSI p As bar size Spacing �„► 0.000 0.000 0.0000 0.00 7 0 Ftg.Heel Top reinforcing Stem Mu K -FT vu KSI p As bar size Spacing 41.892 0.065 0.0045 0.73 7 9 rG Shear key d = 20.563 Vertical reinforcing reinf.3" cir. Mu K.FT vu KSI p As bar size Spacing r - -.. 3 to toe face 6.766 0.008 0.0003 0.08 7 86 ✓�+ I I I PROJECT : - Input = Equiv. active pressure PcF Equiv. passive pressure PcF= Uniform horiz. pressure PSF Soil density PcF= -z r F. Ksl F KSI Vert. Reinf. size # ( � dsTEM ) , y' 7:t R. _ IN. _ UB.O.F. IN. _ UT.O.F. Horiz. Reinf. size ( #) = Allowable soil bearing KSF= .mo Coefficient of friction = ' ;_ 0 3+071 ^1 Toe FT.= Shear key width IN. Shear key height - :'•';;;30,;x' Restrained ? (Y or N) •z::..b.: " . Slab resistance K IPS = 0.000 - Passive KIPS = 3.337 Friction = qs max. = CONCRETE RETAINING WALL INS„S tie 7 ' . ` ` �1.2 foot P- rdp'line . . N .: i. Lei:.�:ra:.S;cw.'..:..'.aw:;ar� per lineal ft. ) W t FT. = [ .v1MiiJieRy� i�� 4.373 6.879 ENGINEERS NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 kips ksf --% 5.879 ksf 4.693 ksf NOTE :allowable vu " °' = 0.110 MAX.!! Page 1 r,M F.S. Overturning = 1.92 F.S. Sliding = 1.59 Pv PLF = '"`:':'5) , i•. S Surcharge PSF = I i ..:. 260 " � w V Ts " El 0' -0" SHEET OF Rev. 2/19/97 FT. f 7 ;:s. ♦Fg Ph PLF= .7 M. A ug. H 2 FT._ t Bury ` i v Tf WidthrI. =r j qs min. = 0.000 ksf L brg. = 4.96 ft. 73 � T.O.S. 493. El 0' -0" 686 ``,. •; . c@ B.O.F. 2/3/2003 RETWALL12 -L.XLS e if ENW •' PROJECT # PROJECT I N 3 DATE 2.' 3-0 SUBJECT 12- c� LOCA ` SHEET OF 12_ pt • ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 5o ` (e --, - e 3' 6869 WOODLAWN AVE. N. E.. #205, SEATTLE, WA 98115 (206) 525 -7560 FAX (206) 522 -6698 'r , 6 / -v r / 65- .'v 3•�3 Z /c-/.6 3 /f / 9 c / z Pt ■ 7 ( ;43 9.v k 3.2 7 1 soy 2f' e /3 � f- BY ENW ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS J PROJECT # PROJECT ..z /u 5 SUBJECT L raae,-(2 xs Xe-)0 ; ,22 10)430 . 2.c) e4 .Ze) 15 yf L./ 6-,(90 f7-o) ,00 /• 4_ ,Gx52 ?c9 02.7 P e-x f col 6869 WOODLAWN AVE. N. E.. #205, SEATTLE, WA 98115 (206) 525 -7560 FAX (206) 522 -6698 7L i 5* )4 9 A lo /0Y.5 /03.7' 4- '2)( /0 3'1 34 .1- 224- L. U, /i1-3 {– 7 4-- ,2 170 4 3 2- 't-f fi ' 6 x 5 < . 0 2 .. G7-. DATE � ' � I'� 3 SHEET OF BY P bcww c vu� r .1��c ENS ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E.. #205, SEATTLE, WA 98115 (206) 525 -7560 FAX (206) 522 -6698 1 PROJECT # PROJECT_ •-1- 5 DATE SUBJECT $au. -D Ct/ SHEET OF BY 4 loac.)C_ /(• ? /.0c4 x 2. ell r• 7 FAX TRANSMITTAL ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS - 6869 WOOnLAWN AVE. N. E., SE..vrrr.E, WA 98115 (206) 525 -7560 FAX (206) 522 -6698 COVER SHEET To: Sabey FAX #: ATTN: John Cooley DATE: January 10, 2003 RE: INS PROJECT: NUMBER OF PAGES: 5 (COVER SHEET INCLUDED) - ORIGINAL (S) TO FOLLOW: No these are the retaining walls. the tall ones are terrrible. the 2500 soil bearing created very large footings. it is possible that these can be improved if we can get better soil. Also the keys are very deep based on a low passive pressure. Again we might improve on this in the final report. If you did not receive all pages indicated above, please call (206) 525-7560 X08 Ret6ekle Email: bobr @enwseattle.com Stem From top (I@ 1/10 th Pts.) Mu K.FT vu KSI P Vertical reinforcing As bar size Spacing Horizontal reinforcing As bar size Spacing Remarks 1.013 0.010 0.000 0.0000 022 6 18 0.29 4 8 2.026 0.082 0.001 0.0000 0.22 6 18 0.29 4 8 3.038 0.278 0.003 0.0001 0.22 6 18 0.29 4 8 4.050 0.659 0.005 0.0002 0.22 6 18 0.29 4 8 6.063 1.287 0.008 0.0004 0.22 6 18 0.29 4 8 6.075 2.223 0.011 0.0006 0.22 6 18 0.29 4 8 7.088 3.631 0.016 0.0010 0.22 6 18 0.29 4 8 8.100 5.270 0.020 0.0015 0.22 6 18 0.29 4 8 9.113 7.604 0.026 0.0021 0.24 0.29 4 8 10.126 10.293 0.031 0.0029 0.33 0.29 4 8 Ftg.Toe Bottom reinforcing @ Stem MU K•FT vu KSI p As bar size Spacing 0.000 0.000 0.0000 0.00 6 0 Ftg.Heel Top reinforcing t Stem Mu K•FT vu KSI P As bar size Spacing 14.064 0.025 0.0062 0.50 6 10 Shear key d = 0.000 Vertical reinforcing reinf.3" cir. Mu K'FT vu KSI p As bar size Spacing to toe face 0.000 0.000 0.0000 0.00 0 0 Pc KSI Fy Vert. Reinf. size ( #) _ dsTEM In. • IN . `7�SnTFwta3i n n dT.O.F. _ �' Horiz. Reinf. size ( #) = Allowable soil bearing KSF AA N.G. III Coefficient of friction =y F T. = Toe _ IN .4ww�wriNih�ii.! Shear key width . - .t Shear key height irt ' Restrained ? (Y or N) KIPS .. .,......c.:i•; Slab resistance = 0.000 - Passive KIPS = 0.236 Friction = qs max. = NOTE :allowable •vu " = 0.110 MAX.!! ENGINEERS NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 CONCRETE RETAINING WALL PROJECT : 1)VS ` ww ' js, '. .!! 1 i ��.K'; G.Fj >�5�i l ut ( per lineal ft. ) Input = Equiv. active pressure PCF= Equiv. passive pressure PcF= Uniform horiz. pressure PSF t -;;:. Soil density PCF = l; °.' - »rinfrs�� W FT. .: 0 3.814 2.600 kips ksf v 2.500 ksf 2.221 ksf Page 1 1111 iffinorw F.S. Overturning = 4.62 F.S. Sliding = 1.79 { Pv PLF = }�r �(I : .t 4i. Surcharge PSF "' H e' Ph PLF= H 2 FT. ' F T . 1 .ig47 H = TsIN.= •-Al El 0' -0" Bury1N.= s' � ii � 6 :wfic, T f IN.= ::":..;:!.:741317:7; Widthrl._ r c ;7;6 ^�-,�. ? d qs min. = 0.406 ksf L brg. = 7.60 ft. SHEET OF Rev. 2/19/97 0 T.O.S. •350 E10' -0" 398 : r ,. B.O.F. 1/10/2003 RETWALL.XLS Stem From top (@ 1/10 th Pts.) Mu K-FT vu KSI p Vertical reinforcing As 1N2 bar size Spacing Horizontal reinforcing As bar size Spacing Remarks 1.613 0.091 0.001 0.0000 0.22 7 18 0.29 4 8 3.026 0.601 0.004 0.0001 0.22 7 18 0.29 4 8 4.638 1.437 0.009 0.0004 0.22 7 18 0.29 4 8 6.060 3.103 0.014 0.0009 0.22 7 18 0.29 4 8 7.663 6.707 0.021 0.0016 0.22 7 18 0.29 4 8 9.075 9.453 0.030 0.0026 0.30 7 18 0.29 4 8 10.688 14.548 0.040 0.0033 0.38 7 18 0.29 4 8 12.100 21.198 0.051 0.0046 0.52 7 13 0.29 4 8 13.613 29.608 0.064 0.0066 0.75 7 9 0.29 4 8 16.125 39.984 0.078 0.0092 1.05 7 6 0.29 4 8 Ftg.Toe Bottom reinforcing © Stem MU K-FT vu KSI p As bar size Spacing 23.697 0.058 0.0031 0.61 7 14 Ftg.Heel Top reinforcing © Stem Mu K-FT vu KSI p As 1N2 bar size Spacing 19.226 0.047 0.0026 0.42 7 17 Shear key d = 14.563 Vertical reinforcing reinf.3" clr. Mu K-FT vu KS p IN2 As bar size Spacing to toe face 14.692 0.034 0.0017 0.30 7 23 PROJECT: - Input = Equiv. active pressure PCF= Equiv. passive pressure PCF= Uniform horiz. pressure PSF= Soil density PCF= F'c KSI= Fy KSI Vert. Reinf. size ( #) = dST EN - 9'6 Z' ^• d6.O.F.IN. = Iy ji_1t�i IN. UT.O.F. Horiz. Reinf. size ( #) = Allowable soil bearing KSF= Coefficient of friction = Toe FT.= Shear key width IN. Shear key height IN. Restrained ? (Y or N) K IPS = , »:c...w...tm;..... Slab resistance = 0.000 - Passive KIPS = 3.955 Friction = qs max. = NOTE :allowable vu = 0.110 ENGINEERS NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 CONCRETE RETAINING WALL tIM ..v i 4 ; 1747t! ` 'Wv,�t�i �.' : }1T ' . per lineal ft. ) W rynytrr� 4.231 kips 2.220 ksf 1.441 ksf 1.246 ksf MAX.!! Page 1 F.S. Overturning = 2.38 F.S. Sliding = 1.64 i Pv PLF = ?R ' 1 Surcharge PS F =` ; 1 0Q ,. 1111WIWK TSIN. =1"711;73 PLF = -!r ,�'"v". Ph .0; *`1 r; a..t. :ter El 0' -0" Bury 7'li6y< Tf IN.= ''F18'' L brg. = • 9.00 ft. qs min. = 0.467.'. ksf SHEET OF Rev. 2/19/97 29 T.O.S. 664 @ El 0 -0" '. B.O.F. 1/10/2003 RETWALL.XLS yTl� ktylASv,0141 PMV...Gr iint A(.M:•!!RR'J•{. M,,!P SLR' 7J5nrw r? A N.: 1. ry 1trM,t iW I f4Nfft4:Sk 4 :: '�` • bV` 1 ..�h�'��{" i n..SrMt.VOi I41117..M4r.10.wn. Stem From top (t 1/10 th Pts.) Mu K•FT vu KSI p Vertical reinforcing As 1N2 bar size Spacing Horizontal reinforcing As " bar size Spacing Remarks 2.013 0.181 0.002 0.0000 0.27 9 18 0.36 4 6 4.026 1.048 0.006 0.0002 0.27 9 18 0.36 4 6 6.038 3.086 0.011 0.0005 0.27 9 18 0.36 4 6 8.060 6.780 0.019 0.0012 0.27 9 18 0.36 4 6 10.063 12.614 0.029 0.0022 0.32 9 18 0.36 4 6 12.076 21.074 0.040 0.0033 0.48 9 18 0.36 4 6 14.088 32.645 0.054 0.0044 0.63 9 18 0.36 4 6 16.100 47.811 0.070 0.0065 0.94 9 12 0.36 4 6 18.113 67.058 0.087 0.0094 1.36 9 8 0.36 4 6 20.126 90.871 0.107 0.0132 1.91 9 6 0.36 4 6 Ftg.Toe Bottom reinforcing Stem Mu K-FT vu KSI p As bar size Spacing 59.026 0.069 0.0033 0.80 9 15 Ftg.Heei Top reinforcing Stem MU K -FT vu KSI P As bar size Spacing 40.652 0.062 0.0025 0.61 9 19 Shear key d = 20.438 Vertical reinforcing reinf.3" clr. Mu K-FT vu KSI p As bar size Spacing to toe face 46.866 0.062 0.0028 0.69 9 17 PROJECT: - Input = Equiv. active pressure PCF= Equiv. passive pressure PcF Uniform horiz. pressure PG F , : `:r .:0 ",a ;; ' ; ; . uJ U.. Soil density P`F . �2p KSI_ Fy KSI • Vert. Reinf. size ( #) dSTE M _ UB.O.F. IN, IN. dT.O•F. Horiz. Reinf. size ( #) = Allowable soil bearing KSF= Coefficient of friction = Toe Ft = Shear key width IN. Shear key height IN. z fiY`y c0: 8Zr Restrained ? (Y or N) Slab resistance KIPS = 0.000 - Passive KIPS = 8.262 w, qs max. = 2.491 NOTE :allowable vu "" = ENGINEERS NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 CONCRETE RETAINING WALL : : w�'rulit;- ::.tt%;:;X'G�i:;.:: ( per lineal ft. ) FT. _..am e= Friction = 7.319 kips ksf 1_ 1.706 ksf 1.542 ksf :an 0.126.. MAX:!, Page 1 F.S. Overturning = 2.66 F.S. Sliding = 1.69 Surcharge PSF f00 `; El 0' -0" v Bur? T f IN. SHEET OF Rev. 2/19/97 - 7T Widthhl. =p7M. ' n � 1! qs min. = 0.866 ksf L brg. = : •12.60 ft. l 72: ic 29 _ T.O.S. 729 g El 0' -0" 804 .:;: :. g B.O.F. 1/10/2003 RETWALL.XLS tz PA Stem From toe (@ 1/10 th Pts.) Mu K•FT WI I(sl p Vertical reinforcing As bar size Spacing Horizontal reinforcing As bar size Spacing Remarks 2.513 0.314 0.002 0.0000 0.36 9 18 0.48 4 5 6.026 1.884 0.006 0.0002 0.36 9 18 0.48 4 5 7.638 5.655 0.012 0.0005 0.36 9 18 0.48 4 6 10.050 12.570 0.020 0.0011 0.36 9 18 0.48 4 6 12.663 23.573 0.031 0.0020 0.42 9 18 0.48 4 5 15.076 39.607 0.043 0.0033 0.68 9 17 0.48 4 5 17.588 61.617 0.058 0.0041 0.84 9 14 0.48 4 5 20.100 90.545 0.076 0.0061 1.25 9 9 0.48 4 5 22.613 127.336 0.094 0.0089 1.81 9 6 0.48 4 6 25.125 172.934 0.115 0.0124 2.64 9 4 0.48 4 5 Ftg.Toe Bottom reinforcing Stem MU K•FT vu KSI p As bar size Spacing 142.226 0.111 0.0070 1.68 9 7 Ftg.Heel Top reinforcing @ Stem Mu K•FT vu KSI p As bar size Spacing 39.126 0.055 0.0026 0.69 9 20 Shear key d = 20.438 Vertical reinforcing reinf.3" cir. Mu K•F vu KSI p As bar size Spacing to toe face 101.433 0.090 0.0047 1.16 9 10 PROJECT: - Input = Equiv. active pressure PCP= Equiv. passive pressure PCP= Uniform horiz. pressure PSF= FT._ t C: 1t f\ ' Friction = qs max. = CONCRETE RETAINING WALL ; Soil density PC' _ - ;120 J"h ?'" . ti Fy KSI_ a':: 11'601 Vert. Reinf. size ( #) = -•;8, USTEM in. _ IN. _ uB.O.F. dT.O.F. IN. Horiz. Reinf. size ( #) = soil bearing KSF 11117 5 Coefficient of friction = Toe FT.= c410�-S,P •;ti�< i dq Shear key width - f ru fir, Shear key height IN. I } ;¢i: 96 Restrained ? (Y or N) Slab resistance KIPS = 0 . 000 Passive KIPS = 12.81 8.699 kips 2.273 ksf _ 1.373 ksf 1.224 ksf NOTE :allowable 'vu ^DI = 0.126 MAX.!! ENGINEERS NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Page 1 F.S. Overturning = 2.32 F.S. Sliding = 1.67 Surcharge PSF // //// 5 44 )6g tt Ts H FT. = Ph PLF= I,.wotY:. '. H2FT.= , 0 El 0' -0" 'V t Bury 'f.15` ;:` TfIN._ :: z4. 21 qs min. = 0.834' . ksf L brg. = 16.00 ft. SHEET OF Rev. 2/19/97 .-, 1/10/2003 RETWALL.XLS e. 9G " dte y 29 ..:.: T.O.S. 90 4•::;, :'.; (gj El 0' -0" REVISED - KEYSTONE WALL DESIGN INS SEATTLE DISTRICT OFFICE TUKWILA INTERNATIONAL BOULEVARD TUKWILA, WASHINGTON E- 2579 -44 March 3, 2003 PREPARED FOR SABEY CORPORATION Earth Consultants, Inc. 1805 - 136th Place Northeast, Suite 201 Bellevue, Washington 98005 (206) 643 -3780 Toll Free 1- 888 - 739 -6670 I NCOMPLETE LTR #4 ov 10 CA OVED MAl 2 9 la13 i�1) X03 -via Subject: Earth Consultants, Inc. (AY)I('( I1111('ilI FAO imrs (i(Y)IOgi'IS V I ?II \'ll' )1 met 11,11 Scientists ( 'resting 8 I(I$)' \� \I%O 111 Ili )1I - 'r\ir('S February 20, 2003 Revised March 3, 2003 E- 2579 -44 Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168 -5121 Attention: Mr. Haynes Lund Reference: David Evans and Associates Grading Plan Dear Mr. Lund: In accordance with your request, Earth Consultants, Inc. (ECI) has prepared this revised keystone wall design for the subject site. The revisions include an analysis of seismic loading and slight modifications to the geogrid lengths for some of the wall heights. Slight modifications to the vertical spacing of the geogrid layers was also performed. Our scope of services included review of the grading plan, engineering analysis, and preparation of the attached drawings and calculations. Keystone Wall Design Revised Keystone Wall Design INS Seattle District Office Tukwila International Boulevard Tukwila, Washington t.slablishedt 197 We understand geogrid reinforced keystone wall construction is planned along the north, east, and south sides of the proposed office building development. The wall heights will be on the order of ten (10) to twenty -six (26) feet. Analysis of the keystone walls for static and seismic loading was performed using the computer program Keywall 2001. The computer output from the analysis are presented in Appendix A. The reinforcement schedule, typical cross section, and construction notes are presented on the attached drawing, Sheet SK1. The wall alignments and proposed top and bottom of wall elevations are provided on the grading plan prepared by David Evans and Associates. 1805 136th Place N.E,, Suite 201, Bellevue, WA 98005 Bellevue (425) 643 -3780 FAX (425) 746 -0860 Toll Free (888) 739 -6670 Sabey Corporation February 20, 2003 Revised March 3, 2003 E- 2579 -44 Page 2 The following design parameters were considered for the analysis of the Keystone Walls: • Soil Unit Weight 135 psf • Internal Angel of Friction 30 degrees • Vehicle Surcharge 250 psf • Peak Ground Acceleration 0.36 g An ECI representative should observe the keystone wall construction. Testing of the compacted fill should also be performed by an ECI representative. We trust the attached design will satisfy the current submittal requirements. If you have any questions, or if additional information is required, please call. Sincerely, EARTH CONSULTANTS, INC. EX'.fatRFR 7/ zc/ 7.c;0 L,I Raymond A. Coglas,`P Project Manager RAC /KRC /csm E. 03 Earth Consultants, Inc. Kyle R. Campbell, P.E. Principal Attachments: Appendix A Keystone Wall Computer Output Sheet SK1 • —I 0 O 0 • 13 W W I —I F— M uj 0 u. co I ' z 0 APPENDIX A 2 D M 0 0 KEYSTONE WALL COMPUTER OUTPUT 0 c l ) w uj I E-2579-44 2 rE; • — 0 z Earth Consultants, Inc. ww j • A COMPANY Project: INS Proj. No.: 2579 -44 Design Parameters Soil Parameters A_ Reinforced Fill: 30 - Retained -Fill: 30 Foundation Fill: 35 Reinforce Fill Type: -Silts & sands Unit Fill: Crushed•Stone,• Finch -minus .Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection ReinforcingParameters: Strata -Grid Geogrids Tul• RFcr RFd SG200 2725 1.61 1.10 Analysis:- 4 Foot Wall Unit -Type: • Leveling Pad: Wall Ht: • Level Backfill • Surcharge: LL --- Pref: Embed. / HingeHt./ • Standard 21:5 -in • Crushed Stone- 4.00 ft Results: Factors of Safety: Calculated- Bearing-Pressure: 615 -psf Eccentricity at-base: -0:11-ft Reinforcing: (ft & lbs/ft) Calculated Layer Height Length Tension Reinf. Tyne 2 2 :67 5.0 264 SG200 1 0 :67 5.0 313 SG200- Reinforcing- Quantities (no waste- included): SG200: 1.11 sy /ft C :\Program Files\Keywall 2001\INS Site.kwp - KEYSTONE RETAINING - WALL SIGN - :Based' . onRankine (modified) Methodology 3.L3 c psf 0 0 0 Overturning. Uncertainties: Peak: -0- psf uniform surcharge Offset= 1.00 ft Load Width= Sliding 3.07 135 135 125 2.00 1.50 • 1:50 • Date:-2/27/03 By: -RAC RFid LT FS -Tal - • - Ctls - 1.10 1399 •1 :50 - 933 - 0.80 - 0:80 • Case: Case-19 - Wall: Batter: 8 :80 deg: - embedment: 2.00 -ft- • DL -- 250 psf uniform-surcharge 100.00 ft Allow: Tension Tal- 933 ok - 694-ok 933 ok 901 ok (% of Rein: Strength -Used = 31 % ) - 1 - EARTH CONSULTANTS INC. � 11 Bearing: - 2.00 Serviceability: - -N /A Overturning Bearing Shear Bending 9.41 37.97 16 :33 5 :12 Peak Serviceablity Connection Connection- Pullout - Tcl- Tsc- FS N/A 3.1-3 -ok N /A- 6 :04 ok page of Oak Yaw Project: INS Proj: No.: 2579 -44 Design Parameters - 1. MIECIN COMPANY 'Soil Parameters • c -psf Reinforced Fill: 30 ' .0 '135 Retained Fill: 30 •0 135 Foundation Fill: 35 0 125 Reinforce Fill Type: Silts & sands - Unit Fill: Crushed 1 inch minus Peak Acceleration = g Vertical Acceleration =0:00 g -Factors of Safety (seismic arc 75% ofstatic) Sliding: 1.50 /1.13 Overturning: Pullout: 1.50/1.13 • - Uncertainties: Connection Peak: Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd SG200 2725 1.61 1.10 Analysis: 4 Foot Wall - Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: LL -- Pref: Embed. / HingeHt./ Seismic Standard 21-:5 in Crushed•Stone 4.00 0 psf uniform surcharge Offset= 1 :00 ft; Load - Width= Sliding 3.77/2:07 Results: Factors of Safety: 'Calculated Bearing 537/619:psf Eccentricity at base : - -0.08 ft/0:0Q ft Reinforcing: (ft & lbs/ft) Calculated Laver Height Length Tension Reit& - Type 2 2.67 5.0 167 t381 • SG200 1 0.67 5.0 244 / 546 SG200 C :\Program Files\Keywall 2001\INS Site.kwp SEISMIC DESIGN - ((lisplay:- static /seismic) RFid ••LTDS 1.10 -1399 Allow. Tension -TM 2:00/1.50 Bearing: •1:50 /-1:13 - 1:20/0:90 • Serviceability: • FS Tal . - Ci 1:50 933 • - 0 :80 • • 0;80 Case: Case 20 Wall Batter: -8:80 -deg: embedment: 2.00 ft 12:14/5:55 • Peak Connection Tel • •933/1602 =ok - - 868/1157 ok 933/1602 ok 1126/1501 ok ReinforcingQuantities (no-waste included): -{-% of-Rein, SticngtlrUsed'= 22 %-) SG200: 1:11 sy/1L - Date:-2 /27/03 By: RAC - -1 • EARTH CONSULTANTS INC. 12 1 1 1 Serviceablity .•. Connection T-sc N/A N/A 2.00/1.50 N/A Cds DL- L— _ 100-psfuniform 100:00-ft- Overturning - -- Bearing • - .Shear • - Bending 43.46/34.46 --- 120:97 ••Pullout .FS • 3:23/1.41 ok 6.09/2 :72ok page of �. .:`dwu_ ri. : k i. .1A.:1l.:Si�;c.2,�y'7i.b:3+ k oft I Cit«NIIIIICIN COMPANY • Project: INS Proj. No.: 2579 -44 Design Parameters Soil Parameters A_ Reinforced Fill: 30 Retained Fill: 30 Foundation Fill: 35 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Reinforcing Parameters: Strata -Grid Gcogrids Tuft RFcr RFd SG200 2725 Analysis: 6 Foot Wall Unit Type: Leveling Pad:. Wall Ht: Level Backfill Surcharge: LL -- Results: Factors of Safety: Calculated Bearing Pressure: 869 psf Pref: Embed./ HingeHt./ Standard 21.5 in Crushed Stone 6.00 ft C:\Program Files\Keywall 2001UNS Site.kwp - KEYSTONE RETAINING WALL•DESIGN 'Based on-Rankine (modified) Methodology 3.1.3 •c psf • 0 0 Overturning: Uncertainties: Peak: .:135 135 125 2.00 1.50 1.50 Case: Case 17 Walt Batter:. 8.80 deg. embedment: 2.00 ft Date: 2/27/03 By: -RAC Eccentricity at base:. 0.04 ft Allow. Peak Reinforcing; (ft & lbs/ft) Calculated. Tension Connection Layer Height Length Tension Reinf. Type Tal Tel 3 4.67 6.0 264 SG200 933 ok 694 ok 2 2.67 6.0 388 SG200 933 ok 901 ok 1 0.67 6.0 438 SG200 933 ok. 1005 ok Reinforcing - Quantities (no waste included): (% of Rein. StrengthUsed_= 39 % ) SG200: 2.00 sy/ft Bearing: 1 1 2 1 1 r �3 Serviceability: N/A RFid LTDS FS Tal Ci Cds 1.61 1.10 1.10 1399 1.50 933 0.80 0.80 0 psf uniform surcharge DL -- 250 psf uniform surcharge Offset= 1.00 ft; Load Width= 100.00 ft Sliding Overturning Bearing Shear Bending 2.72 6.86 30.04 12.02 5.12 Scrviccablity Connection Tsc N/A N/A N/A - 1 - EARTH CONSULTANTS INC. 2.00 Pullout FS 3.37ok 5.13 ok 8.03 ok page of L7t.fAF!tfY:V - * Mt +fN,4i,,,`aY.4:5,411+41040,114ftlN.....44roa 1 PAN Hwy A 0441111ECIII COMPANY Project: 'INS Proj. No.: 2579 -44 Design Parameters Soil Parameters c psf ��cf Reinforced Fill: 30 .0 135 Retained Fill: 30 0 135 Foundation Fill: 35 0 125 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Peak Acceleration = 0.36 g Vertical Acceleration = 0.00 g Factors of Safety (seismic are 75% of static) Sliding: 1.50 /1.13 Overturning: Pullout: 1.50/1.13 Uncertainties: Connection_ Peak: Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd RFid SG200 2725 1.61 1.10 1.10 Analysis: 6 Foot Wall - Seismic Unit Type: Standard 21.5 in Leveling Pad: Crushed Stone Wall Ht: 6.00 ft . Level Backfill Surcharge: LL -- Offset= 1.00 ft; Load Width= Results: Slidin . Factors of Safety: 3.19/1.66 Calculated Bearing.Pressure: 782/1041 psf Eccentricity at base: 0.03 ft/0.00 ft. Reinforcing: (ft & lbs/ft) Calculated. Laver Height Length. Tension Reinf. Type 3 4.67 6.0 167 / 387 SG200 2. 2.67 6.0 305 / 608 SG200 1. 0.67 6.0 369 / 755 SG200 Reinforcing. Quantities. (no waste included): SG200:. 2.00 sy /t Pref: Embed./ HingeHt./ C :\Program Files\Keywall 2001\INS Site.kwp -KEY .RETAINING DESIGN •Based on Rankine {modified) Methodology 3.1.3 SEISMIC DESIGN (display: static /seismic) Allow. Tension Tat 2.00/1.50 1.50/1.13 1.20/0.90 1 embedment: 2.00 ft .) Case: Case 18 Wall Batter: 8.80 deg. •Date: 2/27/03 • By: RAC I cllL T I l I/ LTDS FS Tal 1399 1.50 933 0 psf uniform surcharge DL -- 100 psf uniform surcharge 100.00 ft Overturning Bearing 8.48/3.58 33.46/20.86 Peek Connection Tcl 933/1602 ok. 868/1157 ok. 933/1602 ok 1126/1501 ok 933/1602 ok. 1256/1675 ok ( %o. of Rein_ Strength.Used= 30 %). Bearing: 2.00/1.50 Serviceability: N/A Shear Bending - -- /14.28 - -- /4.41 Serviccablity Connection Tsc N /A. N/A N /A - 1 - EARTH CONSULTANTS INC. 1 I 2 Ci Cds 0.80 0.80 Pullout FS 3 47/1.50 ok 5.13/2.57 ok 8.06/3.94 ok page of Rr3nM'3444M.n.r.6..._ • t • P.' v'`'im COMPANY Project: INS Proj. No.: 2579 -44 Design Parameters Soil Parameters Reinforced Fill: 30 Retained Fill: 30 Foundation Fill: 35 Reinforce Fill .Type:- Silts & sands Unit Fill:. Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout:. 1.50 Connection. Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd SG200 2725 1.61 1.10 Analysis: 8 Foot. Wall Unit Type: Leveling Pad:. Wall. Ht. Level.Backfill. Surcharge: LL. -- Pref: Embed. / HingeHt./ Standard 21.5 in Crushed Stone 8.00 ft Offset 1 .00 ft; Load Width= Results: Sliding Factors of Safety: 1.65 Calculated Bearing Pressure: 1326 psf Eccentricity at base.: 0.61 ft Reinforcing: (ft & lbs /ft). Calculated Laver Height. Length_ Tension Reinf. Type 4 6.67 6.0 264 SG200 3 4.67 5.0 388 SG200 2. 2.67 5.p 538 SG200 0,67 5.0 563 SG200 Reinforcing.. Quantities. (no waste included): SG200: 2.33 sy /ft C :\Program Files\ICeywall 2001\INS Site.kwp KIWSTI3NE: RETAINING iWALLDESIGN :Based on Rankine .(modified)Methodology . 3.1.3 c psf 0 0 0 Overturning: Uncertainties: Peak: Allow. Tension Tal 135 125 RFid. LTDS 1.10 1399 100.00 ft Overturning 2.75 2.00 1.50 1.50 Case: Case 19 Wall Batter: 8.80 deg. embedment: 2.00 ft Date: 2/26/03 By: RAC 'I /3 1 2 FS Tal. Ci Cds 1.50 933 0.80 0.80 0 psf.uniformsurcharge. DL. -- 250 psf uniform. surcharge Serviceability: N/A Bearing: 2.00 Peak Connection Tel 933 ok 694 ok 933 ok 901 ok 933 ok 1005 ok 933 ok 1013 ok ( % of Rein. Strength Used = 45 % ) Bearing . Shear Bending. 14.83 9.62 5.12 Serviceablity Connection Tsc N/A N/A N/A N/A - 1 - EARTH CONSULTANTS INC. Pullout FS 2.09 ok 2.06ok 3.46 ok 5.97 ok page of ROmm awa AV414115131 COMPANY Project: INS Proj. No.: 2579 -44 Design Parameters Soil.Parameters c--psf Reinforced Fill: 30 0 135 Retained. Fill: 30 0 135 Foundation. Fill: 35 0 125 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Peak Acceleration = 0.36 g Vertical Acceleration = 0.00 g Factors of Safety (seismic are 75% of static) Sliding: 1.50 /1.13 Overturning: Pullout: 1.50/1.13 Uncertainties: Connection Peak: Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd RFid LTDS FS SG200 2725 1.61 1.10 1.10 1399 1.50 933 0.80 Analysis: 8 Foot Wall - Unit Type: Leveling. Pad: Wall Ht: Level Backfill Surcharge: LL -- Pref: Embed. / HingeHt./ Seismic Standard 21.5 in Crushed Stone 8.00 ft Results: Factors.of-Safety: CalculatedBearing- Pressure:. 1044/1373 psf Eccentricity at base: 0.05 ft/0.00 ft. Reinforcing: (ft & lbs/ft) Calculated. Layer Height Length_ Tension.. Reinf. Type 4 6.67 8.0 167 / 420 SG200 3 4.67 8.0 305 / 621. SG200 2 2.67 8.0 455 / 834 SG200 1. 0.67 8.0 494 / 936 SG200 Reinforcing. Quantities. (no. waste. included): SG200: 3.56 sy /ft C:\Program Files\Keywall 2001\INS Site.kwp. KEYSTONE RETAINING-WALL DESIGN Based on. Rankine (modified) 3.1.3 SEISMIC DESIGN - (display: static /seismic) 0 psf uniform surcharge Offset= 1.00 ft; Load Width= 100.00 Skiing Ove 3.35/1.69 Case: Case 20 Wall Batter: 8.80 deg. embedment: 2.00 ft DL -- 100 psf uniform surcharge ft rturning 8.98/3.61 Allow.. Tension_ Tat 933/.1602 -ok 933/1602. ok 933/1602 ok 933/1602 ok (. %. of Rein.. StrengthUsed.= 38 % ) - 1 - EARTH CONSULTANTS INC. fi��+ `iYLU..ii:nir'wt:iy ✓`i ✓:i±:v.i. .i�',`ti.:� /:'Ni'SYt,'Si,�:,� ��lkJ:v�t7 Peak Connection Tel 868/1157 ok 1126/1501_ ok 1256/1675 ok 1266/1688 ok Date: 2/27/03 By: RAC 2.00/1.50 Bearing: 1.50/1.13 1.20/0.90 Serviceability: N/A Serviceability Connection Tsc N/A N/A N/A N/A 2.00/1.50 Tal Ci Cds 0.80 Bearing Shear Bending 30.69/19.19 - -- /10.97 - -- /4.41 Pullout FS 5.26/2.09 ok 7.05/3.46 ok 8.46/4.61 ok >10/6.38 ok page of Pi II IAN AV4IVIIMIN COMPANY • • Project: •INS Proj. No.: •2579 -44 Design Parameters Soil Parameters .. • c• psf 1____W • Reinforced Fill: 30 0 135 Retained.Fill:. 30 0 135 Foundation_Fill: 35 0 125 Reinforce. Fill Type:. Silts. & sands Unit Fill: Crushed Stone, 1 inch.minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Reinforcing. Parameters: Strata -Grid Geogrids Tult RFcr 'RFd SG200 2725 L61. L10 Analysis:. 10 Foot Walt Unit:Type: Leveling Pad: Walt Ht: Level Backfill Surcharge: LL. -- Pref: Embed. / HingeHt./ Standard 21.5 in Crushed Stone 10.00 ft C :\Program Files\Keywall 2001\INS Site.kwp . KEYSTONE RETAINING DESIGN - Based:on- Rankine (modified) Methodology 3.1.3 Overturning: Uncertainties: Peak: RFid. LTDS L10 1399 2.00 L50 1.50 FS Tat L50 933 Case:. Case 17 Wall Batter: 8.80 deg. embedment: 2.00 ft Bearing 15 :38 Peak Connection Tcl • Date: 2/26/03 By:-RAC 933 ok 694 ok 933 ok 901 ok. 933 ok 1005 ok 933 ok 1013 ok 933 ok 1020 ok (% of Rein. Strength Used = '55 % ) Bearing: 0 psf uniform_surcharge. DL -- 250 psf.uniform.surcharge Offset= 1.00 ft;. Load.Widtli 100.00 ft Results:. Sliding. Overturning Factors.of. Safety:. 1.86 3.23 Calculated.Bearing.Pressure: 1568 psf Eccentricity at.base: 0.62 ft Allow. Reinforcing :.(fi. &.lbs /ft) Calculated Tension. Layer Height Length. Tension. Reinf. Type Tal 5 8.67 6.5 264 SG200 4 6.67 6.5 388 SG200 3 4.67 6.5 538 S.0200 2. 2.67 6.5 688 SG200 1. 0.67 6.5 688 SG200 Reinforcing_ Quantities (no. waste included): SG200:. 3.61. sy /ft. Serviceablity Connection Tsc N/A N/A N/A N/A N/A - 1 - EARTH CONSULTANTS INC. 2.00 Serviceability: N /A.. Ci. Cds. 0.80 0:80 Shear. Bending 7.87 5.12 Pullout FS 1.58 ok 3 :15 ok 4.55 ok 5.96 ok 8.89 ok page of ; .V..1..: rs,:l;.uc.aiv+a•c»:.,....:.s.uu a....” • u 0 A MI>ICH COMPANY • Project: - INS • Proj. No.: 2579 -44 • Design- Parameters Soil Parameters Reinforced Fill: Retained Fill: Foundation Fill: KKYST:ONE. 43ascd Rankinc:(modificd) 3.1.3 :A_ • 30 30 35 SEISMIC DESIGN • (display: static /seismic) • c psf 0 0 0 135 135 125 Reinforce. Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Peak. Acceleration = 0.36 g. Vertical Acceleration = 0.00 g Factors of Safety (seismic are 75% of static) Sliding: 1.50 /1.13 Overturning: Pullout: 1.50/1.13 Uncertainties: Connection Peak: Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd RFid_ LTDS SG200 2725 1.61 1.10 1.10 1399 Analysis: 10 Foot Wall- Seismic Unit Type:. Standard 21.5 in Leveling Pad: Crushed Stone Wa11Ht: 10.00 ft Level Backfill Surcharge: LL -- 0 psf uniform surcharge Offse 1.00 ft; Load Width= Results: Sliding Factors_of Safety: 2.28/.1.13 Calculated Bearing_Pressure : psf Eccentricity at base: 0.40 ft ft Reinforcing: (ft& lbs/ft) Calculated. Layer Height . Length . Tension Reinf. Type 5 8.67 7.0 167 / 35 SG200 4 6.67 7.0 305 / 595 SG200 3. 4.67 7.0 455 / 848 SG200 2 2.67. 7.0 605 / 1100 SG200 1 0.67 7.0 619 / 1216 SG200 Reinforcing - Quantities (no waste included): SG200: 3.89 sy /R Pref: Embed. / HingeHt./ C :\Program Files\Keywall 2001\INS Site.kwp 2.00/1.50 1.50/1.13 1.20/0.90 FS Tat 1.50 933 Case: Case 18 Wall Batter: 8.80 deg. embedment: 2.00 ft Allow. Tension Tal 933/1602. ok 933/1602 ok 933/1602 ok 933/1602_ok 933/1602. ok_ Date: • 2/26/03 -By: -RAC Peak Connection Tcl 868/1157 ok 1126/1501 ok 1256/1675 ok 1266/1688 ok 1275/1700 ok (% of Rein. Strength Used = 46 % ) tfi Bearing: Serviceability: DL -- 100 psf uniform surcharge 100.00 ft Overturning Bearing . Shear 4.45/L74 19.63/5.22. - -- /8.95 Ci. Cds 0.80 0.80 Scr-viceablity Conncction Tsc N /A_ N/A N /A. N/A N /A_ - 1 - EARTH CONSULTANTS INC. 2.00/1.50 N/A Bending - -- /4.4 Pullout FS 2.40/113 ok 3.98/2.04 ok 5.39/2.89 ok 639/174 ok 9.97/5.07 ok page of NWca 'ACCOMPANY Project: INS • Proj. No.: 2579-44 -Design-Parameters Soil Parameters Reinforced Fill: Retained. Fill: Foundation. Fill: 30 Factors of. Safety Sliding: 1.50 Pullout: 1.50 Connection 30 35 Reinforce.Fill Type: Silts.& -sands Unit Fill: Crushed Stone, 1 inch.minus. Reinforcing Parameters: Strata- Grid .Geogrids Tult RFcr. RFd SG300 3005 Analysis:. 12 Foot -Wall Unit Type: Leveling.Pad: Wall. Ht: Level-Backfill Surcharge: LL -- Results: Factors of Safety: Calculated- Bearing. P Eccentricity at base: Reinforcing: (ft. &.lbs/ft) Layer Height Length 6 10.67 7.5 5 8.67 7.5 4 6.67 7.5 3 4.67. 7.5 2. 2.67 7.5 1 0.67 7.5 Reinforcing Quantities.(no SG300: 5.00 sy /ft 1.61 L10 Standard 71.5 in Crushed Stone. 12.00 ft Offset= 1.00 ft, Load Width= Slidin 1.85 ressure:. 1894 psf 0.77 ft. Calculated Tension. Reinf.- T-ype 264 SG300 388 SG300 538 SG300 688 SG300 838 SG300 813 SG300 waste included): Pref: Embed. / Hin:eHt./ C :\Program Files\Keywall 2001\INS Site.kwp 1 i 3'ONE INGWALL DESIGN - Baseddon•Rankine. (modth d) Methodology 3.1.3 •c psf 0 0 0 Overturning: Uncertainties: Peak:- RFid. LTDS 1.10 1542. 0 psf uniform surcharge_ DL. -- 250 psf uniform surcharge 100.00 ft Overturning 3.13 Allow. Tension Tal 1028 ok 1 ok 1028 ok 1028 - ok 1028 ok_ 1028 ok y jpcf 135 135 125 2.00 1.50 1.50 Case:. Case. 15 Wall Batter: 8.80 deg. embedment:. 2.00 ft Bearing 1184 Peak Connection Tel 631 ok 1020 ok 1296 ok 1339 ok 1383 ok 1416 ok • Date: 2/26/03 By: -RAC Bearing: ( % ofRein_ StrengthUsed_= 57 % ) 2.00 Serviceability:. N/A FS. Tal. Ci 1.50 1028 0.80 EARTH CONSULTANTS INC. Cds 0.80 Shear 'Bending. 6.64 5.12 Serviceablity Connection Tsc N/A N/A N/A N /A N /A N/A Pullout FS . 1.8 ok 3.41 ok 4.81 ok 6.22 ok 7.63 ok >10 ok . page of �:..RI t:: A;.,�SL: �:.t'dro.Oiw Jb.i G >L9.'.il�a4+"R•. L6it kw t i. :li.: LSi.A ..A + MIS COMPANY Project: -INS Proj. No.: 2579 -44 Design Parameters Soil Parameters c -psf y!�cf Reinforced Fill: 30 0 .135 Retained Fill: 30 0 135 Foundation Fill: 35 0 125 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone,_Linch_minus Peak Acceleration_ = 0.36 g Vertical Acceleration = 0.00 g Factors of Safety (seismic are 75% of. static) Sliding:. 1.50 /113 Overturning: Pullout_ 1.50/1.13 Uncertainties: Connection Peak: Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd. RFid SG300 3005 L61 1.10 1.10 Analysis:_ 12. Foot Wall - Unit.Type: Leveling.. Pad: Wa1LHt Level.BackfilL Surcharge: LL - Seismic .. Standard. 2L5. in. Crushed Stone 12.00 ft . 0 psf uniforms Offset= L00 1;. Load..Width= Results: SALMI. Factors of Safety: 2.37/1.16. CalculatedBearing.Pressure:. 163.7/3521 psf Eccentricity Abase:-0.46 fl/0.00 ft_ Reinforcing: . (f & lbs/ft). Calculated Laver. Height Length. Tension Reinf Type 6 1.0.67. 8.5. 167 / 390 SG300 5 8.67 8.5. 305 / 614 SG300 . 4. 6.67 8.5 455 / 850 SG300. 3. 4.6.7 8.5. 605 / 1085 SG300 1 2.67 8.5 755 / 1321. SG300 L 0.67 8.5. 743 / 1395 SG300 Reinforcing Quanti t i es. (na waste included):. SG300:_ 5.67 sy /ft. Pref: Embed. / HingeHt./ C :\Program Files\Keywall 2001AINS Site.kwp - KEYSTONE RETAINING. W. - LL1)ESIGN Based. on . (modified) Methodology 3.1.3 SEISIvtIC. DESIGN (display: static /seismic) 100.00. ft _ Overturning 4.69/1.79 - 1 - Case:.Case_16 Wall Batter:. 8.80 deg.. embedment: 2.00 ft Allow.. Tension. 'Tat 1028/1766 ok. 1028/1766 ok. 1028/1766. ok. 1028/L766. ok 1028/L766 ok. 1028/1766 ok Peak. Connection Tcl 789/1052. ok 1275/1700 ok 1620/2160 ok. 1674/2232. ok 1729/2305 ok 1770/2360 ok Date: 2/26/03 • By:-RAC (: %.o£ Rein.. Strength.Used._= 49 % ). Bearing: 2_00/1.50 1.50/1.13 1.20/0.90 Serviceability: N/A LTDS FS Tal Ci 1542 1.50 1028 0.80 ur charge_ DL -- 100 psf u iiform.surcharge. Bearing. Shear. 19.00/5.37 - -- /7.38 Serviceablity Connection Tsc, N/A N /A N/A N/A N/A N /A, EARTH CONSULTANTS INC. 2.00/1.50 Cds 0.80 Bendin - -- /4.4.1 Pullout FS 3.41/1.46 ok 5:07/2.52. ok 6.48/3.4.76k 7.88/4.40 6k 9.29/531 ok >10/6.90. 6k page of •h 44+✓44,11 r:.utusl.tw • A• ' , COIVPANY Project: INS Proj. No.: 2579 -44 Design Parameters Soil Parameters Reinforced Fill: 30 RetainedFill: 30 Foundation Fill: 35 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout:. 1.50 Connection Reinforcing Parameters:_ Strata- Grid_Geogrids Tult RFcr. Rid SG300 3005 1.61 L10 Analysis:. 14 Foot Wall Unit.Type:. Leveling Pad: Wall . Ht: Level.Backfill. Surcharge: LL - -- Results: Factors of Safety: Calculated. Bearing Pressure: 2219. Eccentricity at base: 0.92 ft Reinforcing: (ft &lbs/ft). Calculated_ Laver Height. Length. Tension 7 12.67 8.5 264 6 10.67 8.5 388 5 8.67 8.5 538 4. 6.67 8.5 688 3. 4.67 8.5. 838 2.. 2.67 8.5 988 SG300 1. 0.67 '8.5 938 SG300 Reinforcing. Quantities. (no waste included):. SG300: 6.61.sy /ft. Pref: Embed. / HingeHt./ Standard. 21.5 in Crushed Stone 14.00 ft psf C :\Program Files\Keywall 200111NS Site.kwp - KEYSTONE:RETAiNfNG . WALL DESIGN - Based -- on-Ranlcine Methodology 3.1.3 c psf 0 0 0 Overturning: Uncertainties: Peak:. Reinf.:Tvpe SG300. SG300 SG300 SG300 SG300 y_:,fxf 135 135 125 2.00 1.50 1.20 Date: 2/26/03 By: RAC Bearing: 2.00 Serviceability: NIA RFid. LTDS FS Tal. Ci. Cds 1.10 1542. 1.50 1028 0.80 0.80 Allow. Tension Tal Case: Case. 13 Wall- Batter:. 8.80 deg.. embedment: 2.00 ft 0 psf uniform surcharge. DL_ -- 250 psf uniform surcharge. Offset= 1.00 ft;. Load. Width= 100.00 ft . Sliding Overturning 1.84. 3.06 1028. ok 1028 ok 1028 ok- 1028 ok 1028 ok 1028 ok Bearin 12.76 Peak Connection Tel 789 ok 1275 ok 1620 ok_ 1674. ok. 1729 ok 1770 ok 1028 ok 1770 ok (% of. Rein_ Strength. Used .= 64 % ) Serviceablity Connection Tsc N/A N/A N /A N /A N/A N/A N /A - EARTH CONSULTANTS INC. Shear. Bending 5.79 5.12- Pullout FS 2.04 ok 3.66. ok 5.07 ok 6.48 ok. 7.88. ok. 9.29 ok >10 ok page of Y,x,( rt. 3e6Y;J1••�"."h91 ►.n .ATAMTECif COMPANY Project:•INS Proj. No.:•2579.44 Design Parameters Soil Parameters A • c psf : yam =Reinforced Fill: 30 0 .135 Retained Fill: 30 0 135 Foundation Fill: 35 0 125 Reinforce Fill Type :. Silts &. sands Unit. Fill: Crushed Stone, 1 inch. minus Peak Acceleration= 0.36 g Vertical Acceleration = 0.00 g Factors of Safety (seismic are 75% of static). Sliding:. 1.50 /1.13 Overturning:. Pullout:. 1.50/1.13 Uncertainties:. Connection Peak: Analysis: 14 Foot Wall Unit Type: Leveling Pad:. Wall Ht: Level.Backfill Surcharge: LL. -- Pref Embed. / HingeHt./ C :\Program Files\Keywall 200 1\INS Site.kwp KEYSTONE.RETA1N1NG WAL i ESIGN - Based-onRankine .(modified) !Methodology 3:1.3 SEISMIC DESIGN • (display:- static /seismic) 2.00/1.50 L50/1.13 1.20/0.90 Reinforcing Parameters:. Strata- Grid.Geogrids Tult RFcr RFd. RFid. LTDS. FS SG300 3005 1.61 1.10 1.10 1542. 1.50 - Seismic . Case: Case 14 Standard 21.5 in Crushed Stone 14.00 ft Offset= 1.00 ft; Load. Width= Results:. Slidins. Factors of Safety: 2.43 /1_17 Calculated Bearing .Pressure: .1903 /3931 psf Eccentricity at_base:.0.51 ft/0.00 ft. Reinforcing: (ft & lbs/ft) Calculated Layer Height Length Tension Reinf, Typc 7 12.67 10.0 167 / 422 SG300 6 10.67 10.0 305 / 636 SG300 5 8.67 10.0 455 / 862 SG300 4 6.67 10.0 605 / 1087 SG300 3 4.67 10.0 755 / 1312 SG300 2 2.67 1.0.0 905 / 1538. SG300 1 0.67 10.0 868 / 1577 SG300 Reinforcing. Quantities. (no waste included): SG300: 7.78 sy /ft 100.00 ft Overtu rning 4.86/1.83 Allow.. Tension Tal Wall Batter: 8.80 deg. embedment:. 2.00 It Bearing_ 18.53/5.44 Peak Connection Tel 1028/1766 ok 789/1052 ok. 1028/1.766 ok. 1275/1700 ok 1028/1766 ok 1620/2160 ok. 1028/1766 ok 1674/2232. ok 1028/1766. ok 1729/2305. ok. 1028/1766 ok 1770/2360 ok 1028/1766 ok 1770/2360 ok (% of Rein.. Strength.Used.= 56 % ) fW1 Date: 2/26/03 • By: BAC' 0 psf uniforntsurcharge DL -- 100 psf uniform. surcharge Bearing: Tal 1028 Serviceability: N/A - 1. - EARTH CONSULTANTS INC. 2.00/1.50 Ci. Cds 0.80 0.80 Shear Bending - -- /6.32 - -- /4.41 Serviceablity Connection Tsc N /A. N/A N/A N/A N/A N /A N /A Pullout FS 4.43/L75 ok 6.116/2.96 ok 7.57/4.00 ok 8.97/4.99 ok >10/5.97 ok >10/6.93 ok >10/8.77 ok page of A COI AVAAMEICIII COMPANY Project: INS Proj. No.: 2579 -44 Design Parameters Soil Parameters Reinforced Fill: 30 Retained Fill: 30 Foundation Fill: 35 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd RFid LTDS SG500 4608 1.61 1.10 1.10 2365 Analysis: 16 Foot Wall Unit Type: Standard 21.5 in Leveling Pad: Crushed Stone Wall Ht: 16.00 ft Level Backfill Surcharge: LL -- 0 psf uniform surcharge Offset= 1.00 ft; Load Width= 100.00 ft Results: Sliding Overturning Factors of Safety: 1.94 3.34 Calculated Bearing Pressure: 2462 psf Eccentricity at base: 0.95 ft Reinforcing: (ft & lbs/ft) Calculated Laver Height Length Tension Reinf. Type 8 14.67 10.0 264 SG500 7 12.67 10.0 388 SG500 6 10.67 10.0 538 SG500 5 8.67 10.0 688 SG500 4 6.67 10.0 838 "SG500 3 4.67 10.0 988 • SG500 2 2.67 10.0 1138 SG500 1 0.67 10.0 1063 - SG500 Reinforcing Quantities (no waste included): SG500: 8.89 sy /ft Pref Embed. / Hin eHt./ C:\Program Files\Keywall 20011INS Site.kwp - KEYSTONE - RETAINING - WALL DESIGN - Based - on-Rankine (modified) Methodology 3.1.3 •c-psf •0 0 0 Overturning: Uncertainties: Peak: sy -pcf 135 135 125 2.00 1.50 1.50 Case: Case 11 Wall Batter: 8.80 deg. embedment: 2.00 ft DL -- 250 psf uniform surcharge Bearing 13.25 Allow. Peak Tension Connection Tal Tel 1577 ok 1041 ok 1577 ok 1313 ok 1577 ok 1586 ok 1577 ok 1843 ok 1577 ok 1843 ok 1577 ok 1843 ok 1577 ok 1843 ok 1577 ok 1843 ok (% of Rein. Strength Used = 47 % ) Date: 2/26/03 By: RAC 2.00 Serviceability: N/A FS Tal Ci Cds 1.50 1577 0.80 0.80 Shear Bending 5.04 5.12 Serviceablity Connection Tsc N/A N/A N/A N/A N/A N/A N/A N/A EARTHCONSULTANTS INC. Pullout FS 3.03 ok 4.75 ok 6.16 ok 7.57ok 8.97 ok >l0 ok >l0 ok >10 ok page of zur, PIO . A•CCNIIIIVIN.COMPANY Project: INS • Proj. No.: 2579 -44 • Design Parameters • •KEY TONE:RETAINING :WALL:DESIGN : :Based • on :Rankine 3.1.3 SEISMIC DESIGN (display:. static /seismic) Soil Parameters c -psf Vcf Reinforced Fill: 30 0 .135 Retainedt Fill: 30 0 135 Foundation Fill: 35 0 125 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Peak Acceleration = 0.36 g Vertical Acceleration = 0.00 g Factors of Safety (seismic are 75% of static) Sliding: 1.50 /1.13 Overturning: Pullout: 1.50/1.13 Uncertainties: Connection Peak: 2.00/1.50 1.50/1.13 1.20/0.90 Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd RFid LTDS FS SG500 4608 1.61 1.10 1.10 2365 1.50 Analysis: 16 Foot Wall Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: LL -- 'Prof: - Embed./ HingeHt : / - Seismic Standard 21.5 in Crushed Stone 16.00 ft Offset= 1.00 Load Width= Results: Sliding Factors of Safety: 2.32/1.13 Calculated Bearing Pressure: 2196/5038 psf Eccentricity at base: 0.64 ft/0.00 ft Reinforcing: (ft & lbs/ft) Calculated Laver Height . Length_ Tension Reinf. Type 8 14.67 11.0 167 / 433 . SG500 7 12.67 11.0 305 / 646 SG500 6 10.67 11.0 455 / 870 • SG500 5 8.67 11.0 605 / 1095 SG500 4 6.67 11.0 755 / 1319 SG500 3 4.67 11.0 905 / 1543 SG500 2 2.67 11.0 1054 / 1768 'SG500 1 0.67 11.0 993 / 1781 SG500 Reinforcing Quantities (no waste included): SG500: 9.78 sy /ft C :\Program Files\Keywall 2001\INS Site.kwp 100.00 ft Overturning 4 Allow. Tension Tal 1577/2708 1577/2708 1577/2708 1577/2708 1577/2708 1577/2708 1377/2708 1577/2708 (•% of Rein. • Case: Case 12 Wall Batter: 8.80 deg. embedment: 2.00 ft Peak Connection Tcl ok 1301/1734 ok ok 1642/2189 ok ok 1982/2643 ok ok 2303/3071 ok ok 2303/3071 ok ok 2303/3071 ok ok 2303/3071 ok ok 2303/3071 ok Strength Used = 42 % ) Date: 2/26/03 By: RAC 0 psf uniform surcharge DL -- 100 psf uniform surcharge Serviceability: N/A 2.00/1.50 Tal Ci Cds 1577 0.80 0.80 Bearing Shear Bending 17.07/4.17 - -- /5.44 - -- /4.41 - 1 - EARTH CONSULTANTS INC. Serviceablity Connection Tsc N/A N/A N/A N/A N/A N/A N/A N/A Pullout FS 4.67/1.80 ok 6.42/3.03 ok •7.83/4.09 ok 9.23/5.10 ok >10/6.09 ok >10/7.06 ok >10/8.04 ok >10/9.19 ok page of , kt ' u l t li :y}5.;a},LCU,e7.''�.;+:�Ym. OWNS A; =MINN COMPANY Project: INS Proj. No.: 2579 -44 -Design Parameters Soil Parameters Reinforced'Fill: 30 Retained Fill: 30 Foundation Fill: 35 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: L50 Connection Reinforcing Parameters: Strata- Grid Geogrids Tult RFcr RFd SG500 4608 1.61 1.10 Analysis: 18 Foot Wall Unit Type: 'Standard 21:5 in Leveling Pad: Crushed Stone Wall Ht: 18.00 ft Level Backfill Surcharge: LL -- 0 psf uniform su Offset= 1.00 ft; Results: Factors of Safety: Calculated Bearing Pressure: 2781 p Eccentricity at base: 1.10 ft Allow. Reinforcing: (ft & lbs/ft) Calculated Tension Layer_ Height_ Length Tension Reinf. Type Tal 9 16.67 11.0 264 • SG500 8 14.67 11.0 388 . SG500 7 12.67 11.0 538 SG500 6 10.67 11.0 688 SG500 5 8.67 11.0 838 SG500 4 6.67 11.0 988 SG500 3 4.67 11.0 1138 SG500 2 2.67 11.0 1288 ' SG500 1 0.67 11.0 1187 SG500 Reinforcing Quantities (no waste included): SG500: 11.00 sy /ft Prof: Embed. / Hin_eHt:/ C:\Program Files \Keywall 2001\INS Site ;kwp KEYSTONE RETr�1NGWALL .- Based- on:Rankine 7(modified)-Methodology 3:1.3 cpsf 0 0 0 Overturning: Uncertainties: Peak: y Dcf -135 135 125 2.00 1.50 1.50 Case: Case 9 Wall Batter: 8.80 deg. embedment: 2.00 ft Peak Connection Tcl 1577 ok 1041 ok - 1577 ok 1313 ok 1577 ok 1586 ok 1577 ok 1843 ok 1577 ok 1843 ok 1577 ok 1843 ok 1577 ok 1843 ok 1577 ok 1843 ok 1577 ok 1843 ok (% of Rein. Strength Used = 52 % ) Date: 2/26/03 By: RAC 2 Bearing: 2.00 Serviceability: N/A RFid LTDS FS Tal Ci Cds 1.10 2365 1.50 1577 0.80 0.80 rcharge DL -- 250 psf uniform surcharge Load Width= 100.00 ft Sliding Overturning Bearing Shear Bending L83 3.26 12.49 4.45 5.12 sf Serviceablity Connection Tsc N/A N/A N/A N/A N/A N/A N/A N/A N/A EARTH CONSULTANTS INC. Pullout FS 3.26 ok 5.01 ok 6.42 ok 7.83 ok 9.23 ok >l0 ok >l0 ok >10 ok >l0 ok page of Pei jAZA A'TEC!! COMPANY • Project:•INS Proj; No.: 2579 -44 Design. Parameters • SG500 Soil Parameters 'Reinforced Fill: Retained Fill: Foundation Fill: Pre& Einbedi HingeHt./ C :\Program Files\Keywall 200111NS Site.kwp 30 30 35 SEISMIC DESIGN (display: static /seismic) c psf •0 0 0 135 135 125 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Peak Acceleration = 0.36 g Vertical Acceleration = 0.00 g Factors of Safety (seismic are 75% of static) Sliding: 1.50/L13 Overturning: Pullout: 1.50/1.13 Uncertainties: Connection Peak: 2.00/1.50 1:50/1.13 1.20/0.90 Reinforcing Parameters: Strata -Grid Geogrids • Tult RFcr . RFd RFid LTDS FS 4608 1.61 . 1.10 1.10 2365 1.50 Analysis: 18 Foot Wall . Seismic Case: Case 10 Unit Type: *Standard 21 :5 in • Wall Batter: 8.80 deg. Leveling Pad: Crushed Stone Wall Ht: 18.00 ft embedment: 2.00 ft Level Backfill - Surcharge: LL -- 0 psf uniform surcharge Offset 1 :00 'ft; Load Width= 100.00 ft Results: Slidin Overturning Bearing Factors �f Safety: 2.24/L14 4:70/1.73 16.92/4.34 Calculated Bearing Pressure: 2460/5407 psf Eccentricity at base: 0.70 ft/0.00 ft Allow. Reinforcing: (ft & lbs/ft) Calculated Tension Laver _ Height Length Tension Reinf. Type Tal 9 16.67 12:5 167 / 464 • • SG500 '1577/2708 ok 8 14:67 12 :5 305 / 671 SG500 1577/2708 ok 7 • 12.67 12 :5 455 1 890 • ' SG500 1577/2708 ok 6 10.67 12.5 605 / 1108 • SG500 1577/2708 ok 5 •8.67 • 12.5 "755 / 1326 • 'SG500 '1577/2708 ok 4 6.67 12 :5 ' 905 / 1545 • •SG500 1577/2708 •ok • 3 4.67 • '12 :5 1054 / 1763 'SG500 1577/2708 ok 2 • .2:67 • .12:5 1204 / 1'982 • 'SG500 1577/2708 ok 1 0.67 • 1215 1118 / 1964 'SG500 ' 1577/2708 ok Peak Connection Tel 1301/1734 ok 1642/2189 ok 1982/2643 ok 230373071 ok 2303/3071 ok 2303/3071 ok •2303/3071 ok 230373071 ok 2303/3071 ok Date: 2/26/03 By: RAC Bearing: . DL -- 100 psf uniform surcharge Reinforcing •Quantities (no waste included): (% of Rein. • Strength Used = '46% ) SG500: 12.50 sy /ft Serviceability: N/A Tal Ci Cds 1577 0.80 0.80 Shear 'Bending - -- /4.76 - -- /4.41 Serviceablity Connection Tsc N/A N/A N/A - N/A N/A N/A *N /A N/A N/A EARTH 'CONSULTANTS INC. 2.00/1.50 Pullout FS 5.69/2:04 ok 7.51/3.41 ok 8.92/4.56 ok >10/5.64 ok >10/6.67 ok 1017.69 ok >10/8.70 ok >10/9.69 ok >10/ >10 ok page of +v+M'uminw tNyV'�'i.4if.f+hYU4 ve4v. A :MI N COMPANY Project: INS -Proj. No.: 2579 -44 Design Parameters Soil•Parameters =Reinforced Fill: 30 Retained Fill: 30 Foundation Fill: 35 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd SG500 4608 1.61 1.10 Analysis: 20 Foot Wall Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: LL -- Standard 21.5 in Crushed Stone 20.00 ft Results: Factors of Safety: Calculated Bearing Pressure: 3028 psf Eccentricity at base: 1.14 ft Reinforcing: (ft & lbs/ft) Calculated Layer Height Length Tension Reinf. Tyne 10 18.67 12.5 264 SG500 9 16.67 12.5 388 SG500 8 14.67 12.5 538 SG500 7 12.67 12.5 688 SG500 6 10.67 12.5 838 SG500 5 8.67 12.5 988 SG500 4 6.67 12.5 1138 SG500 3 4.67 12.5 1288 SG500 2 2.67 12.5 1437 SG500 1 0.67 12.5 1312 SG500 Reinforcing Quantities (no waste included): SG500: 13.89 sy /ft Pref: Embed. / HingeHt./ C:\Program Files\Keywall 2001\INS- Site.kwp KEYSTONE . RETAIN ING `WALL DESIGN - Based: on Rankine (modified) Methodology 3:1.3 .c.osf _ pcf 0 135 0 135 0 125 Overturning: Uncertainties: Peak: 2.00 1.50 1.50 Date: 2/26/03 By: RAC 10 a �b 4 I s L .1. Bearing: RFid LTDS FS Tal Ci Cds 1.10 2365 1.50 1577 0.80 0.80 Case: Case 7 Wall Batter: 8.80 deg. embedment: 2.00 ft 0 psf uniform surcharge DL -- 250 psf uniform surcharge Offset= 1.00 ft; Load Width= 100.00 ft Sliding Overturning 1.82 Bearing 3.48 12.88 2.00 Serviceability: N/A Allow. Peak Serviccablity Tension Connection Connection Pullout Tal Tel Tsc FS 1577 ok 1041 ok N/A 4.25 ok 1577 ok 1313 ok N/A 6.10 ok 1577 ok 1586 ok N/A 7.51 ok 1577 ok 1843 ok N/A 8.92 ok 1577 ok 1843 ok N/A >10 ok 1577 ok 1843 ok N/A >10 ok 1577 ok 1843 ok N/A >10 ok 1577 ok 1843 ok N/A >10 ok 1577 ok 1843 ok N/A >10 ok 1577 ok 1843 ok N/A >10 ok (% of Rein. Strength Used = 56 % ) - 1 - EARTH CONSULTANTS INC. Shear Bending 3.99 5.12 page of 0e ,4 P. COMPANY Project: .INS Proj. No.: 2579 -44 Design Parameters Soil Parameters -Reinforced Fill: Retained Fill: Foundation Fill: 30 30 35 Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd RFid SG500 4608 1.61 1.10 1.10 Analysis: 20 Foot Wall - Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: LL -- Seismic Standard 21.5 in Crushed Stone 20.00 ft 0 psf uniform surcharge Offset= 1.00 ft; Load Width= Slidin 2.20/1.16 Results: Factors of Safety: Calculated Bearing Pressure: 2724/5802 psf Eccentricity at base: 0.76 ft/0.00 ft Reinforcing: (ft & lbs/ft) Calculated Layer Height Length_ Tension Reinf. Type 10 18.67 14.0 167 / 495 SG500 9 16.67 14.0 305 / 697 SG500 8 14.67 14.0 455 / 911 SG500 7 12.67 14.0 605 / 1125 SG500 6 10.67 14.0 755 / 1339 SG500 5 8.67 14.0 905 / 1553 SG500 4 6.67 14.0 1054 / 1767 SG500 3 4,67 14.0 1204 / 1981 SG500 2 2.67 14.0 1354 / 2195 SG500 1 0.67 14.0 1243 / 2148 SG500 Reinforcing Quantities (no waste included): SG500: 15.56 sy /ft Pref: Embed. / HingeHt./ C:1Program Files\Keywall 20011INS Site.kwp .(YSTONE WALL.DESIGN - :-Based- on-Rankine (modified) Methodology 3.1.3 -SEISMIC DESIGN (display: static /seismic) e. -psf 0 0 0 - 1 - .135 135 125 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Peak Acceleration = 0.36 g Vertical Acceleration = 0.00 g Factors of Safety (seismic are 75% of static) Sliding: 1.50 /1.13 Overturning: Pullout: 1.50/1.13 Uncertainties: Connection Peak: 2.00/1.50 1.50/1.13 1.20/0.90 LTDS FS Tal 2365 1.50 1577 Case: Case 8 Wall Batter: 8.80 deg. embedment: 2.00 ft Date: 2/26/03 By: RAC Allow. Peak Tension Connection Tal Tel 1577/2708 ok 1301/1734 ok 1577/2708 ok 1642/2189 ok 1577/2708 ok 1982/2643 ok 1577/2708 ok 2303/3071 ok 1577/2708 ok 2303/3071 ok 1577/2708 ok 2303/3071 ok 1577/2708 ok 2303/3071 ok 1577/2708 ok 2303/3071 ok 1577/2708 ok 2303/3071 ok 1577/2708 ok 2303/3071 ok (% of Rein. Strength Used = 51 % ) Serviceability: N/A DL -- 100 psf uniform surcharge 100.00 ft Overturning Bearing Shear Bending 4.82/1.76 16.80/4.47 - -- /4.24 - -- /4.41 EARTH CONSULTANTS INC. Serviceablity Connection Tsc N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2.00/1.50 Ci Cds 0.80 0.80 Pullout FS 6.70/2.26 ok 8.60/3.76 ok >10 /5:00 ok >10/6.14 ok >10/7.22 ok >10/8.29 ok >10/9.33 ok >10/ >10 ok >10/ >10 ok >10/ >10 ok page of ACODNISCH COMPANY 'Project: INS Proj. No.: 2579 -44 • Design-Parameters Soil- Parameters Reinforced Fill: 30 Retained Fill: 30 Foundation Fill: 35 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors �f Safety Sliding: 1.50 Pullout: 1.50 Connection Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd • SG600 7413 1.61 1.10 Analysis: 22 Foot Wall Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: LL -- 0 psf uniform surcharge Offset= 1.00 ft; Load Width= Results: Sliding Factors of Safety: 1.76 Calculated Bearing Pressure: 3343 psf Eccentricity at base: 1.29 ft Reinforcing: (ft & lbs/ft) Calculated Laver Height Length Tension Reinf. Type 11 20.67 13.5 264 •SG600 10 18.67 13.5 388 • SG600 9 16.67 13.5 538 SG600 8 14.67 13.5 688 SG600 7 12.67 13.5 838 SG600 6 10.67 13.5 988 SG600 5 8.67 13.5 1138 SG600 4 6.67 13.5 1288 SG600 3 4.67 13.5 1437 SG600 2 2.67 13.5 1587 SG600 1 0.67 13.5 1437 SG600 Reinforcing Quantities (no waste included): SG600: 16.50 sy /ft 'Prof: :Embed./ HingeHt./ Standard 21.5 in Crushed Stone 22.00 ft C :\Program Files\Keywall 2001\INS Site:kwp - KEYSTONE:RETAJNING WALL .DESIGN Based on (modified)-Methodoiogy 3:1.3 c psf -0 0 0 Overturning: Uncertainties: Peak: 135 135 125 2.00 1.50 • 130 RFid LTDS FS Tal 1.10 3805 1.50 2537 Case: Case 5 Wall Batter: 8.80 deg. embedment: 2.00 ft Date: -2/26/03 -By: -RAC DL -- 250 psf uniform surcharge 100.00 ft Overturning Bearing 3.40 12.30 Allow. Peak Tension Connection Tal Tcl 2537 ok 1066 ok 2337 ok 1244 ok '2537 ok 1423 ok 2537 ok 1601 ok 2537 ok 1780 ok 2537 ok 1958 ok 2537 ok 1979 ok 2537 ok 1979 ok 2537 ok 1979 ok 2537 ok 1979 ok 2537 ok 1979 ok (% of Rein. Strength Used = 38 % ) Serviceability: N/A - 1 - EARTH' CONSULTANTS INC. Ci Cds 0.80 0.80 Shear Bending 3.61 5.12 Serviceablity Connection Tsc N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Pullout FS 4.48 ok 6.36 ok 7.77 ok 9.17 ok >l0 ok >l0 ok >10 ok >10 ok >10 ok >10ok >10 ok page of t0'rJM'ii L1f MkK4A+..�. F.gf1 A.'tNIlINl1 COMPANY .Project: INS -Proj. No.: 2579 -44 • Design - Parameters Soil Parameters ' c psf y_ pcf Reinforced Fill: 3 0 0 •13S Retained Fill: 30 0 135 ='/ 11 Foundation Fill: 35 0 125 -��i y U Reinforce Fill Type:'Silts & sands = e Unit Fill: 'Crushed Stone, 1 inch minus =s.A•s• Peak Acceleration = 0.36 g Vertical Acceleration = 0.00 g NilliiMi Factors of Safety (seismic; are 75% of static) [ P i Sliding: 1.50/1.13 Overturning: 2,00/1.50 Bearing: Pullout: 1.50/1.13 Uncertainties: 1.50/1.13 • Connection Peak: 1:20/0.90 'Serviceability: Reinforcing Parameters:• Strata =Grid 'Geogrids Tult RFcr RFd SG600 7413 1.61 1.10 Analysis: 22 Foot Wall Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: LL -- - Seismic Standard 21,5 in Crushed Stone 22.00 ft 0 psf uniform surcharge Offset= 1.00 ft; Load Width= Results: Slidin Factors of Safety: 2.09/1.13 Calculated Bearing Pressure: 3018/6940 psf Eccentricity at base: 0.89 ft/0.00 ft Reinforcing: (ft & lbs/ft) Calculated Laver Height Length Tension 11 20.67 15.0 167 / 507 10 18:67 15.0 305 / 710 9 16.67 15.0 455 / 924 8 14.67 15.0 605 / 1138 7 12.67 15.0 755 / 1352 6 10.67 15.0 905 / 1566 5 8.67 15.0 1054 / 1780 4 6.67 15.0 1204 / 1994 3 4.67 15.0 ' 1354 / 2208 2 - 2:67 15.0 1504 / 2422 Reinf. Type SG600 SG600 SG600 SG600 SG600 SG600 SG600 SG600 SG600 SG600 1 0.67 15.0 1368 / 2350 SG600 Reinforcing Quantities (no waste included): • SG600: 1833 sy /ft • Pref: Embed:/ HingeHt:/ C:1Program Files\Keywall 2001\INS Site.kwp KEYSTONE RETAINING WALL DESIGN Based Ion: Rankine (modified) Methodology .3.1.3 SEISMIC DESIGN (display: static /seismic) RFid LTDS FS 1.10 3805 1.50 Allow. Tension Tal 2537/4357 ok 2537/4337 ok 2537/4357 ok 2537/4357 ok 253714357 ok 2537/4357 ok 2537/4357 ok 2537/4357 ok 2537/4337 ok 2537/4357 ok 2537/4357 ok Case: Case 6 Wall Batter: 8.80 deg. embedment: 2.00 ft DL -- 100 100:00 ft Overturning 4.60/1:67 Date: 2/26/03 By: RAC Tal 2537 psf uniform surcharge (% of Rein. Strength •• 35 % ) 2.00/1.50 N/A Ci Cds 0.80 0.80 Bearing Shear Bending 15.91/3.68 - -- /3.81 - -- /4.41 Peak Connection Tel 1332/1777 ok 1555/2074 ok 1778/2371 ok 2002/2669 ok 2225/2966 ok 2448/3263 'ok 2474/3299 ok 2474/3299 ok 2474/3299 ok 2474/3299 ok 2474/3299 ok Serviceablity Connection Tsc N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A - - EARTH 'CONSULTANTS INC. Pullout FS 6.94/2.28 ok '&86/3.81 ok >10/5.06 ok >10/6.21 ok >10/7.30 ok >10/8.37 ok >10/9.41 ok >10 / >10 ok >10/ >10 ok >10/ >10 ok >10 / >10ok page of .45itZt a " l.aj+µ 4.411t4 Z W re W 2 U0 N 0 W J H � w 2 gQ a = W Z F.. I- 0 Z F- w w U O - 0 F- W W H 0 u O iii Z U = O F. Z 0 Nr.; i :i ; \Ir•,H'.'., .•„ SG600 COMPANY Project: INS Proj. No.: 2579 -44 Design Parameters Soil.Parameters c psf Reinforced Fill: 30 0 Retained Fill: 30 0 Foundation Fill: 35 0 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Analysis: 24 Foot Wall Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: LL -- Results: Factors of Safety: Calculated Bearing Eccentricity at base: Reinforcing: (ft & lbs/ft) Layer Height Length 12 22.67 14.5 11 20.67 14.5 10 18.67 14.5 9 16:67 14.5 8 14.67 14.5 7 12.67 14.5 6 10.67 14.5 5 8.67 14.5 4 6.67 14.5 3 4.67 14:5 2 2.67 14.5 1 0.67 14.5 Reiriforcing (no SG600: 19.33 sy /ft ' Pref :'Embed. / HingeHt./ 'Standard 2L5 in Crushed Stone 24.00 ft C :\Program Files\Keywall 20011INS Site.kwp KEYSTONE WALL Based on Rankine (modified) Methodology 3.1.3 Overturning: Uncertainties: Peak: Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd RFid 7413 1.61 1.10 1.10 0 psf uniform surcharge Offset= 1.00 ft; LoadWidth= Slidin 1.70 Pressure: 3659 psf 1.43 ft Calculated Tension Reinf. Type 264 SG600 388 SG600 538 'SG600 688 SG600 838 SG600 988 SG600 1138 SG600 1288 'SG600 1437 SG600 1587 - SG600 1737 'SG600 1562 SG600 waste included): LTDS FS Tal Allow. Tension Tal 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok 2337 ok • 135 135 125 2.00 1.50 1.50 3805 1.50 2537 Case: Case 3 Wall Batter: 8:80 deg. embedment: 2.00 ft (% ofRein. Strength Used = 41 % ) Date: 2/26/03 By: .RAC Bearing: 2.00 Serviceability: N/A Peak Connection Tcl 1066 ok 1244 ok 1423 ok 1601 ok 1780 ok 1958 ok 1979 ok 1979 ok 1979 ok 1979 ok 1979 ok 1979 ok Ci Cds 0.80 0.80 DL -- 250 psf uniform surcharge 100.00 ft Overturning Bearing Shear Bending 3.33 11.82 3.30 5.12 Serviceablity Connection Tsc N/A N/A N/A - N/A N/A N/A N/A N/A N/A N/A N/A N/A - 1 - EARTH CONSULTANTS" INC. Pullout FS 4.71 ok 6.62 ok 8.02 ok 9.43 ok >l0 ok >l0 ok >l0 ok >10 ok >10 ok >10 ok >l0 ok >10 ok page of *t ..,.'', Li;.: r: i;" :i.`.:u:i+%:iox'. °a ° ' ilima W9 b'R bN1M= COMPANY Project: INS • Proj. No.: 2579 -44 Design Parameters •Soil•Parameters c Lpsf pcf Reinforced Fill: 30 .0 .135 Retained Fill: 30 0 135 Foundation Fill: 35 0 125 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Peak Acceleration = 0.36 g Vertical Acceleration = 0.00 g Factors of Safety (seismic are 75% of static) Sliding: Pullout: Connection 1.50/1.13 1.50/1.13 Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd SG600 7413 1.61 1.10 KEYSTONE RETAINING WAf L DESIGN Based on. Rankine . (modified) Methodology 3.1.3 SEISMIC DESIGN (display: static /seismic) Overturning: Uncertainties: Peak: RFid 1.10 Analysis: 24 Foot Wall - Seismic Unit Type: Standard 21.5 in Leveling Pad: Crushed Stone Wall Ht: 24.00 ft Level Backfill Surcharge: LL -- 0 psf uniform surcharge Offset= 1.00 ft; Load Width= Results: Slidin Factors of Safety: 2.07/1.14 Calculated Bearing Pressure: 3281/7303 psf Eccentricity at base: 0.95 ft/0.00 ft Reinforcing: (ft .& lbs /ft) Calculated Layer Height Length Tension Reinf. Type 12 22.67 16.5 167 / 537 SG600 " 2537/4357 ok 11 20.67 16.5 305 / 737 . SG600 2537/4357 ok 10 18.67 16.5 455 / 948 SG600 9 16.67 16.5 605 / 1158 SG600 8 14.67 16.5 755 / 1369 SG600 7 12.67 16.5 905 / 1580 . SG600 6 10.67 16.5 1054 / 1791 SG600 5 8.67 16.5 1204 / 2002 SG600 4 6.67 16.5 1354 / 2213 SG600 3 4.67 16.5 1504 / 2423 SG600 2 2.67 16.5 1654 / 2634 SG600 1 0.67 16.5 1493 / 2534 SG600 Reinforcing Quantities (no waste included): SG600: 22.00 sy /ft Pref:'Einbed./ Hin eHt./ C :\Program Files\Keywall 20011INS Site.kwp 2.00/1.50 1.50/1.13 1.20/0.90 Case: Case 4 Wall Batter: 8.80 deg. embedment: 2.00 ft Allow. Peak Tension Connection Tal Tcl 1332/1777 ok 1555/2074 ok 2537/4357 ok 1778/2371 ok 2337/4357 ok 2002/2669 �k 2537/4357 ok 2225/2966 ok 2537/4357 ok 2448/3263 ok 2537/4357 ok 2474/3299 ok . 2537/4357 ok 2474/3299 ok 2537/4357 ok 2474/3299 ok 2537/4357 ok 2474/3299 ok 2537/4357 ok 2474/3299 ok 2537/4557 ok 2474/3299 ok (% of Rein. Strength Used = 38 % ) Date: 2/26/03 By: RAC DL -- 100 psf uniform surcharge 100.00 ft Overturning Bearing 4.71/1.70 15.89/3.84 12 11 1 0 I 0 0 1 Bearing: 2.00/1.50 Serviceability: N/A LTDS FS Tal Ci Cds 3805 1.50 2537 0.80 0.80 Serviceablity Connection Tsc N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A - EARTH CONSULTANTS INC. Shear Bending - -- /3.47 - -- /4.41 Pullout FS 7.96/2.47 ok 9.95/4.12 ok >10/5.45 ok >10/6.66 ok >10/7.81 ok >10/8.92 ok >10/10.00 ok >10/ >10 ok >10/ >10 ok >10/ >10 ok >10/ >10 ok >10/ >10 ok page of eik Obi t tv Pie A. S? NIRl t COMPANY Project: INS • Proj. No.: 2579 -44 • Design Parameters Soil 'Parameters Reinforced Fill: 30 Retained Fill: 30 Foundation Fill: 35 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd SG600 7413 1.61 1.10 Analysis: 26 Foot Wall Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: LL -- Pref Embed. / HingeHt./ Standard 21.5 in Crushed Stone 26.00 ft Results: Factors of Safety: Calculated Bearing Pressure: 3904 psf Eccentricity at base: 1.48 ft Reinforcing: (ft & lbs /ft) Calculated Laver Height Length Tension Reinf. Type 13 24.67 16.0 264 SG600 12 22.67 16.0 388 • SG600 11 20.67 16.0 538 . SG600 10 18.67 16.0 688 SG600 9 16.67 16.0 838 SG600 8 14.67 16.0 988 . SG600 7 12.67 16.0 1138 SG600 6 10.67 16.0 1288 . SG600 5 8.67 16.0 1437 SG600 4 6.67 16.0 1587 SG600 3 4.67 16.0 1737 . SG600 2 2.67 16.0 1887 SG600 1 0.67 16.0 1687 SG600 Reinforcing Quantities (no waste included): SG600: 23.11 sy /ft C :\Program Files\Keywall 20011INS Site.kwp -KEYSTONE. RETAINING WALL:DESIGN Based .on Rankine (nwdified) Methodology 3 :.1.3 c -psf 0 0 0 Overturning: Uncertainties: Peak: RFid .135 135 125 - 2.00 1.50 1.50 Date: 2/27/03 By: RAC J 1 Bearing: 2.00 Serviceability: N/A LTDS FS Tal Ci Cds 1.10 3805 1.50 2537 0.80 0.80 0 psf uniform surcharge DL -- 250 psf uniform surcharge Offset= 1.00 ft; Load Width= 100.00 ft Slidin Overturning Bearing 1.72 3.50 12.16 Allow. Tension Tal 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok Case: Case 1 Wall Batter: 8.80 deg. embedment: 2.00 ft Peak Connection Tel 1066 ok 1244 ok 1423 ok 1601 ok 1780 ok 1958 ok 1979 ok 1979 ok 1979 ok 1979 ok 1979 ok 2537 ok 1979 ok 2537 ok 1979 ok (% of Rein. Strength Used = 44 % ) - 1 - EARTH CONSULTANTS INC. Shear Bending 3.04 5.12 Scrviceablity Connection Tsc N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Pullout FS 5.70 ok 7.71 ok 9.11 ok >10 ok >10 ok >10 ok >10 ok >l0 ok >10 ok >10 ok >l0 ok >10 ok >l0 ok page of ii. ft; •• • A CONll>ICM COMPANY Project: INS Proj. No.: 2579 -44 Design Parameters Soil Parameters c psf ��cf Reinforced Fill: 30 0 .135 Retained Fill: 30 0 135 Foundation Fill: 35 0 125 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Peak Acceleration = 0.36 g Vertical Acceleration = 0.00 g Factors of Safety (seismic are 75% of static) Sliding: 1.50/1.13 Overturning: Pullout: 1.50/1.13 Uncertainties: Connection Peak: Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd SG600 7413 Analysis: 26 Foot Wall - Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: LL -- 1.61 1.10 Seismic Standard 21.5 in Crushed Stone 26.00 ft 0 psf unifonn surcharge Offset= 1.00 ft; Load Width= Sfidin 2.07/1.15 Results: Factors of Safety: Calculated Bearing Pressure: 3544/7688 psf Eccentricity at base: 1.01 11/0.00 ft Reinforcing: (ft & lbs/ft) Calculated Layer Height Length Tension Reinf. Type 13 24.67 18.0 167 / 567 'SG600 12 22.67 18.0 305 / 764 SG600 11 20.67 18.0 455 / 972 'SG600 10 18.67 18.0 605 / 1180 SG600 9 16.67 18.0 755 / 1389 SG600 8 14.67 18.0 905 / 1597 'SG600 7 12.67 18.0 1054 / 1805 . SG600 6 10.67 18.0 1204 / 2013 'SG600 5 8.67 18.0 1354 / 2222 SG600 4 6.67 18.0 1504 / 2430 SG600 3 4.67 18.0 1654 / 2638 ' SG600 2 2.67 18.0 1804 / 2847 . SG600 1 0.67 18.0 1618 / 2719 SG600 Reinforcing Quantities (no waste included): SG600: 26.00 sy /ft ' Pref: ' Embed. /Hin ' eHt./ C :\Program Files\Keywall 2001\INS Site.kwp WJ KEYSTONE. RETAINING WALL Based.on' (modified). Methodology 3.1.3 SEISMIC DESIGN (display: static /seismic) 2.00/1.50 1.50/1.13 1.20/0.90 RFid LTDS FS Tal 1.10 3805 1.50 2537 Case: Case 2 Wall Batter: 8.80 deg. embedment: 2.00 ft DL -- 100 psf uniform surcharge 100.00 ft Overturning Bearing 4.80/1.72 15.88/3.96 Allow. Tension Tal 2537/4357 ok 2537/4357 ok 2537/4357 ok 2537/4357 ok 2537/4357 ok 2537/4357 ok 2537/4357 ok 2537/4357 ok 2537/4357 ok 2537/4357 ok 2537/4357 ok Peak Connection Tel 1332/1777 ok 1555/2074 ok 1778/2371 ok 2002/2669 ok 2225/2966 ok 2448/3263 ok 2474/3299 ok 2474/3299 ok 2474/3299 ok 2474/3299 ok 2474/3299 ok 2537/4357 ok 2474/3299 ok 2537/4357 ok ' 2474/3299 ok (% of Rein. Strength Used = 41 % Date: 2 /26/03 By: RAC Serviceability: N/A Serviceablity Connection Tsc N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A EARTH CONSULTANTS INC. 2.00/1.50 Ci Cds 0.80 0.80 Shear Bending - -- /3.18 - -- /4.41 Pullout FS 8.98/2.64 ok >10/4.41 ok >10/5.83 ok >10/7.10 ok >10/8.29 ok >10/9.44 ok >10/ >10 ok >10/ >10 ok >10 / >10 ok >10/ >10 ok >10/ >10 ok >10 / >10 ok >10/ >10 ok page of ", . i flk4i 1dEii? »" I .5 K :1.. ,A1NI`,(i \VA SYS r S aII!_C0MPANY • Project: INS .Proj. No.: 2579 -44 Design Parameters Soil Parameters Reinforced Fill: 30 Retained Fill: 30 Foundation Fill: 35 Reinforce Fill Type: Silts & sands Unit Fill: 'Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd SG600 7413 1.61 1.10 Analysis: 28 Foot Wall Unit Type: Leveling Pad: Wall Ht: Level Backfill • Surcharge: LL -- 2 2.67 17.0 2037 - SG600 1 0.67 17.0 1812 SG600 Reinforcing Quantities (no waste included): SG600: 26.44 sy /ft Pref:'Embed./ HingeHt./ Standard 21:5 in Crushed Stone 28.00 ft C:1Program Files\Keywall 20011INS Site.kwp �Md7MN^?PNMM. -KEYSTONE:RETAINING WALLDESIGN :Based nn:Rankine (modified) Methodology 3.1.3 c psf x �cr 0 I35 0 135 0 125 Overturning: Uncertainties: Peak: 2.00 1.50 1.50 RFid LTDS FS Tal 1.10 3805 1.50 2537 Case: Case 1 Wall Batter: 8.80 deg. embedment: 2.00'ft 0 psf uniform surcharge Offset= 1.00 ft; Load Width= Results: Sliding Factors of Safety: 1.69 Calculated Bearing Pressure: 4218 psf Eccentricity at base: 1.62 ft Allow. Peak Reinforcing: (ft & lbs /ft) Calculated Tension Connection Laver_ Height Length Tension Reinf. Tyne Tal Tcl 14 26.67 17.0 264 'SG600 - 2537 ok 1066 ok 13 24.67 17.0 388 SG600 '2537 ok 1244 ok 12 22.67 17.0 538 - SG600 2537 ok 1423 ok 11 20.67 17.0 688 SG600 2537 ok 1601 ok 10 18.67 17.0 838 SG600 - 2537 ok 1780 ok 9 16.67 17.0 988 - SG600 2537 ok 1958 ok 8 14.67 17.0 1138 SG600 - 2537 ok 1979 ok 7 12.67 17.0 1288 SG600 2537 ok 1979 ok 6 10.67 17.0 1437 SG600 2537 ok 1979 ok 5 8.67 17.0 1587 SG600 2537 ok 1979 ok 4 6.67 17.0 1737 'SG600 2537 ok 1979 ok 3 4.67 17.0 1887 - SG600 2537 ok 1979 ok DL -- 250 psf uniform surcharge 100.00 ft Overturning Bearing 3.43 11.77 2537 ok 1979 NG 2537 ok 1979 ok (% of Rein. Strength Used = 47 % ) '17i *tYsi Date: 2 /27/03 By: -RAC 2.00 Serviceability: N/A Ci Cds 0.80 0.80 Shear Bending 2.82 5.12 Serviceablity Connection Tsc N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A - - - EARTH CONSULTANTS 'INC. Pullout FS 5.93 ok 7.97 ok 9.37 ok >l0 ok >l0 ok >l0 ok >l0 ok >l0 ok >IO ok >l0 ok >10 ok >l0 ok >10 ok >10 ok page of AIXONIICH COMPANY • Project: INS Proj. No.: 2579 -44 Design Parameters Analysis: 28 Foot Wall - Seismic Unit Type: Standard 21.5 in Leveling Pad: Crushed Stone Wall Ht: 28.00 ft Level Backfill Surcharge: LL -- 0 psf uniform surcharge Offset= 1.00 ft; LoladWidth= Results: Slidin Factors of Safety: 2.06/1.16 Calculated Bearing Pressure: 3808/8090 psf Eccentricity at base: 1.0711/0.00 ft Reinforcing: (ft & lbs/ft) Calculated Layer Height Lenarth Tensio Reinf. Type 14 26.67 19.5 167 / 596 SG600 13 24.67 19.5 305 / 791 SG600 12 22.67 19.5 455 / 997 'SG600 11 20.67 19.5 605 / 1203 SG600 10 18.67 19.5 755 / 1409 • SG600 9 16.67 19.5 905 / 1616 ° 'SG600 8 14.67 19.5 1054 / 1822 SG600 7 12.67 19.5 1204 / 2028 SG600 6 10.67 19:5 1354 / 2234 SG600 5 8.67 193 1504 / 2440 SG600 4 6.67 19.5 1654 / 2647 'SG600 3 4.67 19:5 1804 / 2853 'SG600 2 2.67 19.5 1954 / 3059 SG600 1 0.67 19.5 1742 / 2904 SG600 Reinforcing Quantities (no waste included): 'SG600: 30.33 sy /ft . 'Prof :Embed./ HingeHt./ C:\Program Files\Keywall- 2001\INS Site.kwp :KEYST.ONE RETAINING WALL DESIGN Based on Rankine (modified) -Methodology 3.1.3 SEISMIC DESIGN (display: static /seismic) Soil Parameters Reinforced Fill: 30 Retained Fill: 30 Foundation Fill: 35 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Peak Acceleration = 0.36 g Vertical Acceleration = 0.00 Factors of Safety (seismic are 75% of static) Sliding: 1.50 /1.13 Overturning: Pullout: 1.50/1.13 Uncertainties: Connection Peak: c psf 0 0 0 Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd RFid LTDS FS Tal SG600 7413 1.61 1.10 1.10 3805 1.50 2537 Allow. Tension Tal 2537/4357 2537/4357 2537/4357 2537/4357 2537/4357 2537/4357 2537/4357 2337/4357 2337/4357 2537/4357 2537/4357 2537/4357 2537/4357 2537/4357 (% of Rein. 135 135 125 g 2.00/1.50 1.50/1.13 1.20/0.90 Case: Case 2 Wall Batter: 8.80 deg. embedment: 2.00 ft Peak Connection Tel ok 1332/1777 ok ok 1555/2074 ok ok 1778/2371 ok ok 2002/2669 ok ok 2225/2966 ok ok 2448/3263 ok ok 2474/3299 ok ok 2474/3299 ok ok 2474/3299 ok ok • 2474/3299 ok ok 2474/3299 ok ok • 2474/3299 ok ok 2474/3299 ok ok • 2474/3299 ok Strength Used = 44 % Date: 2/27/03 By: RAC Bearing: DL -- 100 psf uniform surcharge 100.00 ft Overturning Bearing 4.88/1.75 15.87/4.06 Serviceability: N/A 2.00/1.50 Ci Cds 0.80 0.80 Shear Bending - -- /2.94 - -- /4.41 EARTH CONSULT ANTS INC. Serviceablity Connection Tsc N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Pullout FS 9.99/2.79 ok >10/4.68 ok >10/6.18 ok >10/7.51 ok >10/8.75 ok >10/9.94 ok >10/ >10 ok >10/ >10 ok >10/ >10 ok >10/ >10 ok >10/ >10 ok >10/ >10 ok >10/ >10 ok >10/ >10 ok page of " cnw h+[ OA a .An .A =CRCS COMPANY Project INS Proj: No.: 2579 -44 Design Parameters Soil Parameters A • c• psf • Y-- pcf Reinforced 30 0 135 Retained Fill: 30 0 135 Foundation Fill: 35 0 125 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Reinforcing Parameters: Strata -Grid Geogrids Tuft RFcr RFd SG600 7413 1.61 1.10 Analysis: 28 Foot Wall Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: LL -- Pref: Embed./ HingeHt./ Standard 21.5 in Crushed Stone 28.00 ft C:\ProgramFiles\Keywal120011INS Site.kwp • YST'14E RET'AJ?4ING WALL SIGN Based on Rankine (modified) Methodology 3.1.3 Overturning: Uncertainties: Peak: RFid 2.00 1.50 1.50 LTDS FS Tal 1.10 3805 1.50 2537 Allow. Tension Tal 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok 2537 ok Case: Case 1 Wall Batter: 8.80 deg. embedment: 2.00 ft 0 psf uniform surcharge DL -- 250 psf uniform surcharge Offset= 1.00 fl; Load Width= 100.00 ft Results: Sliding Overturning Factors of Safety: 1.69 3.43 Calculated Bearing Pressure: 4218 psf Eccentricity at base: 1.62 ft Reinforcing: (ft & lbs/ft) Calculated Laver Height Lenith Tension Reinf. Type 14 • 26 :67 • • 17.0 264 • • SG600 13 24.67 17.0 388 SG600 12 22.67 17.0 538 SG600 11 20.67 17.0 688 SG600 10 18.67 17.0 838 SG600 9 16.67 17.0 988 SG600 8 14.67 17.0 1138 • SG600 7 12.67 17.0 1288 SG600 6 10.67 17.0 1437 SG600 5 8.67 17.0 1587 SG600 4 6.67 • 17.0 •1737 • • SG600 3 4.67 17.0 1887 SG600 2 2.67 17.0 2037 • SG600 1 0.67 17.0 1812 • SG600 Reinforcing Quantities (no waste included): • SG600: 26.44 sy /ft Bearing • 11.77 Peak Connection Tcl 1066 ok 1244 ok 1423 ok 1601 ok 1780 ok 1958 ok 1979 ok 1979 ok 1979 ok 1979 ok 1979'ok 1979ok 1979 NG Date: 2 /27/03 By: RAC 2537 ok 1979 ok (% of Rein. Strength Used = • 47 % ) Serviceability: = 1 - • EARTH CONSULTANTS INC. N/A Ci Cds 0.80 0.80 Shear Bending 2 :82 • • 5.12 Serviceablity Connection Pullout Tsc FS N/A 5.93 ok N/A 7.97 ok N/A 9.37 ok N/A >10 ok N/A >10 ok N/A >10 ok N/A >10 ok N/A >10 ok N/A >10 ok N/A >10 ok N/A >10 ok N/A >10 ok N/A >10 ok N/A >10 ok page of Wt tina+v.,n;r:+w ' ...i ... tr..n.. • 44r4 A.V,AftlICHCOMPANY Project: INS Case: 28 Foot Wall Design Method:Rankine-w/Batter (modified soil interface) Soil Parameters: c psf Reinforced Fill 30 0 Retained Zone 30 0 Foundation. Soil 35 0 . Leveling Pad: Crushed Stone Modular Concrete Unit Depth .Standard 1.79 ft • Geometry .Internal Stability Height: 28:00 ft • Backslope: 0 • • - Batter: 8.80 deg - -Surcharge: External Stability - Height 28.00 ft - Backslope: Batter: 8.80 deg • Surcharge: - Base width: 17:0 Minimum Design Safety Factors • - sliding - = - 1.50 - overturning = 2.00 ' bearing 2.00 • - pullout = 1:50 • shear = ' 1.50 - bending = 1. • - uncertainties = ' 1.50 • connection = • 1.50 ' Earth Pressures: - s i n 2( a • - sin . a n(r2 8)[1 +. si20 silo fi) sit40 +6) 6 ": 0) • Internal: • External = 30 deg • - 4) = 30 deg 98.80 deg • • a = 98.80 deg • 0.00 deg 0 (3. 0.00 deg 8= 0:00 deg 8 = - a 00 deg H = 28.00 ft Hn =28.00 - ft ka = 0.277 - ka= 0.277 p = 55.60 p = 55.60 Hinge Height: 2 CG Hg_ht tan(batter) Hinge Ht= 12 ft • • Pref:. Embed./ HingeHt./ • iiand (Horizonal geometry). • Angle: 0.0 deg- Dead-Load: • 250 psf • (HorizonaFgeometry) • Angle: 0:00 deg Dead Load: 250 2 pcf 135 135 125 • In-PlaceWL .120. pcf - Height: • - 0;00- ft • •Live -Load: • 0 psf • -Height 0.000 ft - Live Load: --0 psf • -2- EARTH CONSULTANTS INC. Date: 27 1e 2003 Designer: RAC .-• fra • A. C. COMPANY Reinforcing. Parameters: Strata -Grid Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds SG600 7413 1.61 1.10 1.10 3805 1.50 2537 0.80 0.80 Connection Parameters: Strata -Grid Geogrids Frictional .I Break Pt Frictional 2 SG600 Tcl= Ntan(31.90) + 1420 3225 Tcl= Ntan(1.60) +3338 Unit. Shear Data Base Shear Inter -Unit Shear Shear =-N tan(40. 00) . Shear =.N: tan(17.40) + 2432.52 Calculation: . Calculated Reactions • For the "modified" design method, the back of.themass assumed.to be- vertical for calculation.of resisting forces: effective sliding length - =1.700- ft Earth Pressure Equations - Pa= 0.5 H.( a -20 ) Pq =•gHka .Pry _h = - PaCoi(c) - : P t _h= P1 Cos( . Pa._v =PaSn) :Pr__v_ '.qS2 (3 Reactions are: Pref: Embed./ HingeHt./ • 'Area :Force Arm -x ' :Ar111-3/ merit 1 .4fl "5019.84 '13.063] :14: • 18440 W2- 41102.61. [11.563] 1 475276 W2a. 8192_45 [4.681] 9.333 38352 qd . 2718.43 [11_563) 28.000 3.1434 Pa _ h 14685.04 N/A. [9.333] - 137060 Pgdh 1942 N/A [14.000] .-27195. Sum V= Sum H 58033 32 16627.50 Sum - Mr r _ . 563501.00 Sum MO = - 164255 . . Calculate Sliding at Base • - For Sliding, .Vertical- Force = W1 +W2 +W3 +1N4 +qd - = 58033 • ..The resisting force .within- therein, mass Rf 1 =-N tan(30) 33506 The resisting -force at the foundation, Rf 2 = N.tan(35) - =.406-35 -The driving forces Of are the- surrrof the external: earth pressures: • -Pa + Pql- + =16626 • the Factor- of for Sliding is Rf_1 /Df 2.02 q - ql. 3 - EARTH CONSULTANTS INC. • eff.length A M:AIIEC COMPANY - Calculate Overturning: • Overturning moment: Mo = Sum Mo 'Mo =164255 Resisting moment Mr '= Sum Mr • • Mr = 563501 Factor of Safety of Overturning = Mr /Mo = 3.43 • Calculate eccentricity at base: With surcharge 1 without surcharge • Suni Moments = 3992461399246 Sum Vertical =58033/58033 Base Length = 17.00 e = 1.62/1.62 Calculate Ultimate Bearing based on shear: where: Nq = 33.30 Nc = 46.12 Ng = 48.03 (ref. Vesic(1973, 1975) eqns) Qult 49626 psf Equivalent footing width, B = L -2e = 13.76 / 13.76 Bearing pressure = sumV /B = 4218 psf / 4218 psf [bearing is greatest without liveload] Factor of Safety for bearing = Quit/bearing= 11.77 Pref: EmbedJ HingeHt./ EARTH CONSULTANTS INC. RK all Cam* A. COMPANY Calculate Tensions in Reinforcing: The tensions in the reinforcing. layer, and the assumed load at the connection, is the vertical area supported by each respective. layer, Sv.Column [6] is 2c sgrt(ka). Table of Results. ppf .. rn .. I 1 . 141 .. L1 . L1 _ L . IN -19 [101 . f1.1.] .Laver Depth zi h1 ka/rho Pa. (Pas +Pasd) c (5 +6)cos(d) -7 TL. Tcl. . Tsc 0.00 0.277/56 0 0 0 0 13 1.33 - 264 • 1066 N/A 12 3.33 2.33 0:277/56 102 162 0 264 388 1244 N/A 11 5.33 4:33 0.277/56 352 301 - 0 - • 652 538 1423 N/A .. 6.33 • 0.277/56 751 439 0 1191 10 .7.33- 688 1501 . N/A- 8.33 0.277/56 1301 578 0 1879 • 9 •. 9:33 838 • 1780 • N/A 10.33 0.277/56 2000 717 0 27.17 • 8 11.33 . 988 1958 N/A . 12.33 • Q277/56 • . 2849 . 856- . Q. . . 3705 7 13.33 1138 1979 N/A • • 14:33 .0277/56 • 3848 994 - 0 • • 4843 6. 15.33. 1288 1979 N /A. 16.33 0.277/56 4997 1133 0 6130 - 5• 17.33 .1437 1979- N/A 18.33 0.277/56 6296 1272 0 7568 - 4 19.33 - - 1587 -1979 N/A 20.33 0.277/56. 7744 1411 0 9155 3 21.33 1737 1979 N/A 22.33 0:277/56- ....9343- . - 1549- 0.. . 10892- 2 23.33 1887 1979 N/A 24.33 - •0.277/56 11091 . 1686 . 0 - •12779 1. 25.33. 2037 1979 N/A 26.33 0.277/56 12989 1827 0 14816 • 0• 27.33- • 1812 • . 1979- -- . - N/A - - 28:00 ' - - 0 . 2 7 7 / 5 6 - . 14685 - t942 . • 0 . - ..16628 Pref: Embed./ HingeHt./ 5 - .. .EARTH CONSULTANTS INC. SI filing COMPANY Calculate sliding on the reinforcing: The shear value is the lessor • [1 ] [2] '13] i4] • Laver "Depth zi Li - -i 14 1.33 "0.00 • 0 • 13 3.33 15.21 " 10401 12 5.33 15.21 14248 11 7.33 ' 15.21 18013 10 9.33 15.21 • 21693 9 • 11.33 15.21 - 25290 ' 0.80 - 8 " 13.33 15.21 28803 • 0.80 7 15.33 15.21 - 32233 0.80 6 17.33 15.21 35579 0.80 5 19.33 15.21 38842 0.80 4 21.33 15.21 42021 0.80 3 23.33 15.21 45116 0.80 2 25.33 15.21 48128 1 27.33 15.21 51056 Pref: Embed./ HingeHt./ of base-shear or inter -unit shear. [ • [ • •j 1 - [9] • • [10] - 111 ] • 1 Cds ti • RF • ka Pa • Pas • DF fS • 0.80 2522' - 2522 - 0.277 33 " 92 • • 126 '20.05 0.80 2657 7461 ' • 0.277 - 208 • 231 • .. 439 ' 1 ' 0.80 ' 2792 '9373 ' 0.277 533 - • 370 - - 903 1038 • 0.80 ' 2927 '11246 • 0.277 • 1007 - • " 509 • • 1516 T..42 • 0.80 • 3061 " 13081 - 0.277 • 1632 ' 647" "2279 • 5.74 3196 14877 - 0:277 2406 - 786 ` 3192 4.'66 3212 16516 ' 0.277 '3330 - 925 '4255 3.88 3212 18100 0.277 4404 - 1064 5468 3.31 3212 19646 0.277 5628 1202 6830 2.88 32 21153 0.277 7001 1341 8342 2.54 3212 22621 0.277 . 8525 1480 10005 , 2.26 3212 24051 0.277 10198 1619 11817 2.04 0.80 _ 3212 25442 0.277 12021 1757 13779 1.85 0.80 3212 26794 0.277 13994 1896 15890 1.69 -6 . EARTH • CONSULTANTS INC. ri OS011t PIA i MANCH COMPANY Calculate pullout of each layer in the Coulomb, AASHTO, and Rankine methods, the FoS of pullout is calculated as the individual layer pullout (Rf) divided by the tension (Df) in in that layer. The angle of the failure plane is: 30.00 degrees from vertical ..[1 ] [2] [3] . 141 • [ [ • [ [ Laver - Depth zi Le SurnV • Ci • POi • Ti FS PO • 14 " 1.33 3:94 " 1694 0.80 •1565 264 5.93 • 13 ' 3:33 ' 4:79 •3350 • - 0.80 3095 388 ' 7.97 12 5.33 5.63 •5462 '0.80 • ' 5045 ' 538 " 9.37 11 7.33 6.48 "8030 • 0.80 7418 688 "10:78 10 • 9.33 7.32 11055 0.80 10212 838 12.19 9 91.33 8.17 14535 0.80 13427 988 13.59 8 13.33 9.01 • 18473 0.80 ' 17064 1138 15.00 7 15.33 9.86 22866 0.80 21123 1288 16.41 6 17.33 10.70 27716 0.80 25603 1437 17.81 5 19.33 11.55 33022 0.80 30505 1587 19.22 4 21.33 12.39 38785 0.80 35828 1737 20.63 3 23.33 13.24 44972 0.80 41544 1887 22.02 2 .25.33 14.08 49082 . 0.80 45340 . 2037 22.26 1 .27.33 14.93 52313 0.80 48325 1812 26.67 .Pref: Embed./ HingeHt./ 7 - : EARTH. CONSULTANTS INC. �;w. »Y "r'W(vA3tji.. ar:a'.i::�a.:wuda.i,:a•..�.; „ru.: e ....�. �x :a:s ' Ri 1 s VA kA ! '4# Mme! COMPANY Check Shear & Bending at each layer • Bending on the top layer the FoS• of Ovettuming of the units: -(Most surcharge loads need to be moved back the face.) [1] • [2] [3] . - [4] [ [6] .[7] 18] - [ [10] Layer Depth zi Si • " OF • • DM • Pv RM • fS b Shear " FS Stt 14 • ' 1.33 1.33 • 71 • 56 • 0 286 ' 5.12 • 2522 • 20.05 • 13 3.33 1:00 121 89 573 1325 14.87 2657 '15.14 12 5.33 • 1.00 171 122 " 1003 2162 "17.66 " 2792 11:15 11 7.33 1:00 221 156 1433 " 2999 19.26 2927 "8.99 10 9:33 1.00 271 • 189 • 1863 3836 20:30 '3061 7.65 • 9 •11.33 1.00 . 321 222 "2293 " 4673 • 21.02 •3196 • 6.73 8 • 13.33 1.00 371 256 2488 • "5053 19.77 • 3212 5.84 7 15.33 1.00 421 289 2488 5053 17.49 3212 5.14 6 17.33 1.00 471 322 2488 5053 15.68 3212 4.59 5 19,33 1.00 521 356 2488 5053 14.21 3212 4.15 4 21.33 1.00 571 389 2488 5053 13.00 3212 3.78 3 23.33 1.00 621 422 2488 5053 11.97 3212 3.47 2 25.33 1.00 671 455 2488 5053 11,09 3212 3.21 1 27.33 1.00 72 364 2488 5053 13.89 3212 2.99 Pref:. Embed./ HingeHt./ 8 - EARTH" CONSULTANTS INC. AA$ .n• A Gam! COMPANY Project: INS Proj. No.: 2579 -44 Design Parameters . c psf Reinforced Fill: 30 -0 Retained Fill: • 30 0 • Foundation Fill: 35 0 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Peak Acceleration = 0.36 g • Vertical Acceleration = 0.00 g Factors of Safety (seismic are 75% of static) • Sliding: 1.50/1:13 ' Overturning: • Pullout: 1'.50/1.13 Uncertainties: Connection 'Peak: Soil Parameters Analysis: 28 Foot Wall - Unit Type: Leveling Pad: Wall Ht: Lever Backfill Surcharge: LL -- KEYSTONE RETAINING WALL:DESIGN Based on -Rankine (modificd).Mcthodology 3.1.3 • Reinforcing Parameters: Strata -Grid Geogrids • Tult • RFcr • RFd RFid LTDS FS • Tal 80600 7413 1.61 1:10 • 1.10 3805 T50 ' 2537 ' Pref :'Embed. / HingeHt./ Seismic Standard 21.5 in Crushed Stone 28.00 ft 0 psf uniform surcharge Offset= 1.00 ft; Load Width= Slidin 2:06/1.16 Results: Factors of Safety: Calculated Bearing Pressure: 3808/8090 psf Eccentricity at base: L07 ft/0.00 Yt Reinforcing: (ft &lbs/ft) Calculated Layer Height Length Tension - Reinif. Tyne • 14 • 26.67 19.5 167 1 / 596 SG600 13 24.67 19:5 305 / 791 SG600 • 12 • 22.67 19.5 '435 / 997 • " S0600 11 •0'.67 • '19.5 605 / 1203 'SG 10 • • 18:67 1915 • • 7551 1409 - 80600 • 9 16.67 • '19.5 • 905 / 1616 " "SG600 8 14.67 19.5 1054 / 1822 SGGb0 7 12.67 • '19:5 1204 / 2028 - SG600 6 • 10:67 '19.5 1354'/ 2234 "S0600 5 '8.67 19.5 1504 1 2440 SG600 • '4 • ' 6.67 19.5 ' 1654 / 2647 • SG600 • 3 4.67 • 19.5 1804 / 2853 SG600 2 '2.67 '19.5 • 1954 / 3059 50600 1 •0.67 '19.5 •1742 / 2904 'SG600 • Reinforcing Quantities (no waste included): SG600: 30.33 sy/ft C :\Program Files\Keywall 2001\INS Site.kwp a . SEISMIC DESIGN (display: static/seismic) •135 135 125 Allow. Tension fal 2537/4357 ok 2537/4357 ok 2537/4357 ok 2537/4357 ok 253714357 ok 2537/4357 ok 2537/4357 ok 2537/4357 ok 2537/4357 ok '2537/4357 ok 2537/4357 ok 2537/4357 ok 2537/4357 ok 2537/4357 ok • 2.00/1.50 . '150/1.13 1.20/0.90 • Serviceability: Case: Case 2 Wall Batter: 8.80 deg. embedment:Z.00 ft Date: 2/27/03 By: RAC • Bearing: DL - =100 psf uniform surcharge 100.00 ft Overturning Bearing 4.88/1.75 • '15.87/4.06 Peak Connection Tcl 1332/1777 ok 1555/2074 ok 1778/2371 ok 2002/2669 ok 2225/2966 ok 2448/3263 ok 2474/3299 ok 2474/3299 ok 2474/3299 ok • 2474/3299 ok 2474/3299 ok 2474/3299 ok 2474/3299 ok 2474/3'299 ok (% of Rein. Strength Used = 44 % ) • N/A Ci Cds 0.80 0.80 Shear Bending - -- /2.94 - -- /4.41 Serviceablity Connection Tsc N/A N/A N/A - NIA N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1 - EARTH CONSULTANTS INC. • 2.00/L50 Pullout FS 9.99/2.79 ok >10/4.68 ok >10/6.18 ok >10/7.51 ok >-U/8:75 ok >10/9.94 ok >10/ >10 ok >101 >10 ok >Io1 >10 ok >10/ >10 ok >10 / > >10/ >10 ok >10/ >16 ok >10/ >10 ok page of A MiPRIEINI COMPANY Project: INS Case: 28 Foot. Wall - Seismic- Design Method :Rankine- w/Balter (modified soil interface) Soil Parameters: ._ c psf Reinforced-Fill 30 0 Retained Zone 30 0 Foundation. Soil. 35. 0 . . Leveling. Pad: Crushed Stone Modular. Concrete Unit Standard Geometry . Internal Stability Height: 28.00 ft Backslope: • Batter: • 8.80 deg Surcharge: •External•Stability Height: 28:00 ft Backslope: - Batter: • 8.80 deg -Surcharge: Base width: - 19.5 • • Minimum Design Safety Factors - sliding= 1.50 • pullout = 1 :50 • uncertainties = '1:50 • Earth• Pressures: •ka - sin.. a sin(a - 'Internal: - External 30 deg a = • 98.80 deg 3 = • 0.00 deg g= ' 0.00 deg - H = 28.00 f • ka 0.277 p 55:60 Hinge Height: Hg_ht = . 2 CG tan(batter) Hinge Ht= 12 ft . Pref:. Embed. / HingeHt./ sin? (a +0) sin(a- 8) +land:Cakulation Depth 1.79.. ft (Horizonal _geometry) Angle: 0.0 deg • -Height: • 0.00 ft Dead. Load: 100 psf • Live• Load: -0 •psf (Horizonal - geometry) Angle: 0.00 deg Height: 000 ft Dead Load: 100 Live Load: 0 psf overturning = 2 :00 • bearing = 2.00 • shear = 1:50 • bending= • 1: 50 • connection = • 1.20 2 _ • - 30 deg cc = 98.80 deg 13= 0.00 deg 8= • 0.00deg 'Hn =28.00 •tt • ka = 0.277 p = ..55. pcf• 135 135 125 . In -Place Wt.. 120 pcf Date: 27=February:2003 - Designer: RAC EARTH CONSULTANTS INC. ELY tiw A. COMPANY Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd RFid SG600 7413 1.61 1.10 1.10 Connection Parameters: Strata -Grid Geogrids Frictional 1 SG600 TcI= Ntan(31.90) + 1420 Unit Shear Data Reactions:are: • Calculation: Calculated. Reactions For the . ' . 'modified': design - method, the back of the calculation, of resisting forces. effective sliding length =19.50 -ft Earth Pressure - Equations Pa.= O.5.H( ika— 2c.J ) . - Pa _1 = PaCos(3) Pa _v' = -PaSin(5) Pref: Embed./ HingeHt./ Base. Shear Shear. _. N.tan(40.00) Break Pt Frictional.2 Area • Force Arm -x :Moment :W1 6019:84 ('3:063) 14:000 - 18440 W2 50552.61 [12.813] 14.000 647738 W2a 8192.45 . . [4.681] 9.333 38352 . qd 1337.37 [12.813] 28.000 17136 Pa _h 14685.04- N/A (9: 333] - 137060 Pgd 777 N/A [14.000] -10878 Sum. V = 66102.27 . . Sum Mr =- 721665:86 Sum. H = .15462.02 . Sum Ma= 4.47938 ii t i'c`r '.t`.;::'y1`yt ; ti`�n sedate• :‘,4411, ,H:.:s..A LTDS FS Tal Ci Cds 3805 1.50 2537 0.80 0.80 3225. Tc1= Ntan(1. +3338 Inter: Unit Shear • _Shear.. = N.tan(17.. + 2432.52 mass assumed to -be- vertical-for Pq _ . gHka PgGo ) Calculate Sliding at Base For .Sliding, Vertical Force = W1 + +W3 +W4 +qd =.66102 The resisting force within the rein. mass , Rf 1 = N tan(30) 38164 The resisting force at the foundation, Rf = N tan(35) = 46285 • The forces Df, are the sum of pressures: • Pa +Pql +Pqd =15462 the Factor'of Safety for Sliding is Rf-1 /Df = 2.47 - - EARTH CONSULTANTS INC. oral •A V• A COMPANY Calculate Overturning: Overturning moment: Mo = Sum Mo ldlb = 147938 Resisting moment:Mr = Sum Mr Mr =721666 Factor of Safety of Overturning = Mr /Mo = 4.88 Calculate eccentricity at base: with surcharge / without surcharge Sum Moments = 573728/573728 Sum Vertical = 66102/66102 Base Length = 19.50 e = 1.07/1.07 Calculate Ultimate Bearing based on shear: where: Nq = 33.30 Nc = 46.12 Ng = 48.03 (ref. Vesic(1973, 1975) eqns) Qult = 60432 psf Equivalent footing width, B = L -2e = 17.36 / 17.36 Bearing pressure = sumV /B = 3808 psf / 3808 psf jbearing is greatest without liveload]_ Factor of Safety for bearing = Quit/bearing= 15.87 Pref: Embed./ HingeHt./ -4- EARTH CONSULTANTS iNC. fA9 cxi 1 A.C= ° .COMPANY Calculate Tensions in Reinforcing: The tensions in the reinforcing layer, and the assumed load at the connection, is the vertical area supported by each respective layer, Sv.Column [61 is 2c sgrt(ka). Table of Results ppf al 21 131 .. 141 . L1 .1g . In .181 _191 1101 . J -11.1 Laver Depth zi h1 ka/rho Pa (Pas +Pasd) c (5 +6)cos(d) -7 Ti. Tel Tsc 0.00 0.277/56 0 0 0 0 '•13 '1.33 167 '1332 "N /A 2.33 0 ,277/56 102 65 0 .167 12 3.33 305 1555 N/A 4.33 •0.277/56 352 120 • 0 •472 11 5.33 455 1778 N/A 6.33 0.277/56 ` "751 •176 0 " • 927 .10 7.33 .605 _2002 N/A 8.33 0.277/56 1301 231 0 1532 • 9 •9:33 755 2225 -N/A 10.33 0.277/56 2000 287 0 2287 8 11.33 •905 2448 N/A .12.33 0.277/56 . 2849 .342 . 0 . 3191 . 7 13.33 1054 2474 N/A 14.33' 0:277/56 • 3848 .398 • 0 4246 6 15.33 1204 2474 N/A '16.33 0.277/56 4997 " 453 ` 0 • `5450 5 17.33 1354 2474 N/A 18.33 0.277/56 6296 509 0 6804 4 • • 1933' • 1504' • 2474' N/A 20.33 0.277/56 7744 564 0 8308 3 21.33 1654 2474 N/A 22:33 0.277/56 • 9343- • 620 .0 - 9962 2 23.33 1804 2474 N/A 24.33 - 0:277/56 -11091' . • 675 . .4' . 11766 1 25.33. 1954 2474 N /A_ 26.33 0.277/56 12989 731 0 13720 • 0 27.33- 1742 . 2474 . •. NIA . 28 :00 ' • 0:277/55 14685 77T ' . • 15462 • • Pref :• Embed./ Hin a eHt./ EARTH- CONSULTANTS. INC. 1M Pm AVIA ..J A .CM.141ECM.COMPANY Calculate sliding on the reinforcing: The shear value is the lessor of base-shear or inter-:unit shear. [1] [2] [3] • • [4] • [5] [6] • [7] • [8] • [9] [10] • [11] [t2] Layer Depth zi • Li - N Cds RF Js a Pa • Pas • ' DF • FS 14 '1.33 • 0.00 - 0 0.80 • '2522 2522 • 0.277 33 • 37 70' 35.89 • ' 13 • '3.33 17.71 • 9572 "0.80 2657 7078 '0.277 208 92 • 301 • 23:55' - 12 5.33 17.71 14141 0.80 • 2792 9323 • 0.277 • 533 "148 • 681 13:69 11 • 7.33 17.71 18627 a 80 • 2927 11530 '0.277 1007 • '203 1211 • 9:52 . 10 9.33 17.71 23029 0.80 3061 13698 '0.277 1632 "259 1891 - 7.24 9 11:33 17.71 27347 " 0:80 3196 *15827 '0:277 2406 314 2720 - 582 8 13.33 17.71 • 31582 0.80 '3212 17799 • a 277 • 3330 •• 370 3700 4.81 7 15.33 17.71 35733 0.80 3212 19717 0.277 4404 425 4829 4.08 6 17.33 17.71 39800 0.80 3212 21595 0.277 5628 481 6109 3.54 5 19.33 17.71 43784 0.80 3212 23435 0.277 7001 536 7538 3.11 4 21.33 17.71 47685 0.80 3212 25237 0.277 8525 592 9117 2.77 3 23.33 17.71 51502 0.80 3212 27000 0.277 10198 647 10845 2.49 2 25.33 17.71 55235 0.80 3212 28724 0.277 12021 703 12724 2.26 1 27.33 17.71 58884 0.80 3212 30410 0.277 13994 758 14753 2.06 Pref:. Embed./. HingeHtl - 6- EARTH CONSULTANTS INC. "A 111f iY ��i3t Paul A.CQAItEt H.COMPANY Calculate of each - layer • Inthe Coulomb, AASHTO, Rankine met • layer pullout (Rf) divided by the tension (DO The angle of the failure [ ] [2] . [3] [4] .. [5] [6] Laver Depth zi Le • • SumV • Ci • POi • 14 '1.33 '6:44 1803 "0. - 80 '1666 13 ' 3:33 7.29 . 4007 'OM 80 3702 12 - 5.33 "8.'13 - 6667 '0:80 '6159 '11 7:33 '8.98 " 9784 0:80 9038 10 9.33 - 9.82 13358 '0.80 • 12338 9 11:33 10.67 17386 0.80 *16060 8 13.33 11:51 21871 0.80 20204 7 15.33 12.36 26813 0.80 24769 6 17.33 13.20 32211 0.80 29755 5 19.33 14.05 38065 0.80 35163 4 21.33 14.89 44376 0.80 40993 3 23.33 15.74 51131 0.80 47233 2 25.33 16.58 56009 0.80 51739 1 27.33 17.43 60007 0.80 55432 Pref:. Embed./ HingeHt./ hods, the FoS of is• calculatedas •in in that layer. 00` degrees•from vertical [ • [ 'Ti • • FS' - PO .. 167 • - 9: - 99 "305 12:13 '455 "• 13:53 - 605 • 14 :94 - 755 905 1054 1204 1354 1504 1654 1804 1954 1742 '16:35 17.75 19.16 20.57 21.97 23.38 24.79 26.19 26.48 31.81 - • . EARTH CONSULTANTS INC. .•q A,.M;+! COMPANY • Check Shear &- Bending at each layer Bending on the top layer the FoS of Overturning of the•units. • (Most surcharge loads - need to be back from the face:) [ [ [ [4] .[51- [ 1 [ [ - [ 10 1 Laver Depth zi Si OF DM - Pv .. RM - FS b Shear FS •Sh • 14 " 1.33 '1.33 43 "65 0' '286 "4:41 2522 35:88 •13 3.33 • 1:00 - 93 71 ' 573 1325 '18.77 - 2657 '19:85 12 '5:33 - 1100 143 104 - 1003 "2162 '20:81 '2792 " 13.37 11 7.33 1:00 193 137 1433 '2999 *21:86 " 2927 '10:31 10 9:33 1.00 243 171 *1863 3836 22:50 '3061 '8:54 9 11:33 1.00 ' 293 - 204 2293 4673 22.93 3196 7.37 8 13.33 1.00 343 237 2488 5053 21.31 3212 6.32 7 15.33 1.00 393 270 2488 5053 18.69 3212 5.51 6 17.33 1.00 443 304 2488 5053 16.64 3212 4.88 5 19.33 1.00 493 337 2488 5053 14.99 3212 4.38 4 21.33 1.00 543 370 2488 5053 13.64 3212 3.97 3 23.33 1.00 593 404 2488 5053 12.52 3212 3.64 2 25.33 1.00 643 437 2488 5053 11.56 3212 3.35 1 27.33 1.00 693 350 2488 5053 14.44 3212 3.11 Pref :.Embed. /. HingeHt./ .. 8 -- .. EARTH CONSULTANTS INC. r A rx:minFrw (:(1RAPAAIy EXTERNAL STABILITY • Horizontal Acceleration = 0.36g Vertical Acceleration = O.00g Am = 1.45 -• A)A = 0:392 kh(ext) = Am /2 = 0 Inertia Forces of the soil mass: • W2s ='H x (H2/2 _ face depth) * ganiii1a = 28.00 x 12.21x 46147.50 ppf • Pir =W2s *kh(ext) =• 9054.14 Inertia Force bfthe Face: • W1 = 6019.84 ppf Pif = W1 * kh(ext) = 6019.84 x 0.196 = 1181.093 Seismic Thrust , Pae D Pae = 1/2 x gamma x sqr(H2) x (Kae -Ka) D_Pae = 1/2 x 135.00 x 784.00 x (0.415 - 0.277) = 7262.58 . Pref:.Embed. /.HingeHt./ Reactions for Seismic Calculations Area Force Arm -x Arm -v Moment W1 6019.84 (3.063] 14.000 18440 W2 50552.61 . (12.813] 14.000 647738 W2a. 8192.45 , f4.681] 9.333 38352 .qd 1337.37 . (12.813] 28_000 1 Pa h. 14685.04 N/A (9.333]. - 137060 Pgd_h. 777 N/A (14_000] - 10878 Pir 9054.1.4 7.000 . (1.4.000] - 126758 Pif 1.18109 -1.271 . (14.000] - 1 . D_. Paeh . 3711 .22.,101 .116.8001 - 1220 Sum.11= .. 66102 .. Sum -Mr-.= ..721665.86 ..Sum. hi = .32959.84 . . Sum Mo. = .. - 413243 -. 9 .. EARTH CONSULTANTS. INC. • A reWillECIICOMPANY Sliding Calculations Pa = 14685.04 ppf Pae = 7422.45. ppf PIR = 10235.23 ppf Resisting Forces = (W1 + W2) tan(phi) Reinforced fill = 66102.27 x tan(30.00) = 38164.16 FS = RF /((Pa + Pae) x cos(delta) + P_IR) .FS =.1.16 Overturning Calculations Overturning .moment:. Mo = .Sum.Mo Mo= 413243 Resisting Moments Mr =. Sum. Mr • Mr = 721666 • Factor of Safety .of Overturning = Mr /Mo = .1:75 ,Calculate eccentricity at base: • Sum•Moments = 270071 • Sum Vertical = 66102 • -Base Length = 19.50 •e =•5.66 Calculate Ultimate Bearing based on shear: -where: • Nq = 33:30 Nc = 46.12 • Ng = 48:03 (ref. Vesic(1973,1975) eqns) Qult =• 32853 • psf • , Equivalent footing width, L -2e = • Bearing pressure= - sumV /B' = - psf • Factor of Safety for bearing = Qult/bearing= •4.06 INTERNAL STABILITY • kh(nt)' ='(1.45 -A) A (1:45 --0.36) 0.36= 0:39 Inertia' Forces ' W1 = 1:79 X28.00 X x kh_int) = 2362 ppf . . Pref: Embed. /.HingeHt./ Wedge = Wedge x kh_int - [for failure plane angle of 60.00deg.] = 22361 x 0.39 = 8774 ppf Total Additional Internal Dynamic Loading 8774 + 2362 11137 ppf - 1 . 0 . EARTH. CONSULTANTS INC. ' • A. A.m.:mot COMPANY 'Tension in Reinforcing er Le'( ft) Tension .Dvn Tension • 14 . 6:44 166.73 '429:32 13 729 '305 :24 '485.65 12 ' • 8:13 ' '455:09 '541'.98 11 '8.98 • 604.94 • • • 598.31 10 9.82 754:79 • • 654.64 • 9 10:67 " 904.63 710'.97 ' 8 •1151 1054.48 ' 767.31 • 7 12.36 • 1204:33 ' • 823.64 6 . 13:20 '1354:18 ' 879.97 5 14.05 '1504.02 ' 936.30 4 14.89 1653.87 992.63 3 15.74 1803.72 1048.97 2 16.58 1953.56 1105.30 1 17.43 1742.44 1161.63 . Pref: Embed./ HingeHt./ • Total 'Tension ( 596.04 790.89 • 997:07 '1203:25 1409.43 - 1615:61 '1821:7,9 • 2027.97 '2234.15 2440.32 2646.50 2852.68 3058.86 2904.07 - . 11 - • - .EARTH CONSULTANTS INC. .v.�i:,_:,i:d.' c'oai:.ir:JC'iui:i:^:ilei.• •. ,• • FoS Pullout 2:79 '4.68 6:18 7:51 " 8:75 9.94 •1'1.09 12.21 '13.32 14.41 15.49 16.56 16.91 19.09 FILE COPY MODULAR BLOCK WALL DESIGN INS SEATTLE DISTRICT OFFICE TUKWILA INTERNATIONAL BOULEVARD TUKWILA, WASHING E-2579-44 FE8 2 8 2003 p ERM1T CEArr&pe February 26, 2003 PREPARED FOR SABEY CORPORATION QTY OF WO APPROVED MAY 2 9 2003 AS WI ED NiZET)NON . •.•. ••_ D) d „_• r. 17 r • i I Earth Consultants, Inc. 1805 - 136th Place Northeast, Suite 2q1! 2 6 2003 Bellevue, Washington 98005 (425) 643-3780 • Toll Free 1-888-739-6670 • -• -111•4•.(t.1•1,!'ai'A'ik'ia ‘• - •••• • • • Oda o Earth consultants, Inc. (dYdlY'I)nll'11I I:1)}(iI ti. (hY,l4i;I- & I ivir( H in in Hid ti( il'nOtilti (i 111ti1r(ll linll' iI» R ICI K) . \ \', \I'1) II1tiI><Y'llnll s rvi((5 February 26, 2003 E- 2579 -44 Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168 -5121 Attention: Mr. Ralph Hagler Subject: Dear Mr. Hagler: Modular Block Wall Design INS Seattle District Office Tukwila International Boulevard Tukwila, Washington Established 1975 In accordance with your request, Earth Consultants, Inc. (ECI) has prepared this modular block wall design for the proposed site development. We understand mechanically stabilized earth (MSE) fills and modular block wall construction is being considered throughout portions of the site. The modular block wall heights and MSE fills could be on the order of ten (10) to twenty -six (26) feet in some areas. Our scope of services included review of the grading plan prepared by David Evans and Associates, engineering analysis, and preparation of the attached drawing. This design includes the attached drawings with recommendations for construction of the MSE walls, as well as recommendations for seven and one half foot and ten foot high gravity walls. MSE and Modular Block Wall Design The design calculations for the MSE Wall and gravity modular block walls are included in Appendix A. The reinforcement schedule and recommendations for the wall construction are presented on the attached sheets SM1 and SM2. The soil parameters used in the design assume the reinforced fill soils will be compacted to the specified relative compaction of 90 percent of the maximum dry density as determined by the Modified Proctor Method (ASTM D- 1557 -91). The wall design assumes drainage is provided, and that hydrostatic pressures will not be allowed to mobilize. Additional drainage other than what is shown on the drawings may be necessary, depending on soil and groundwater conditions observed at the time of construction. The drainage shown on the drawings is a minimum requirement. The installation of sheet drain may be necessary along the contact between native cut and the reinforced fill zone, if groundwater seepage conditions are encountered. ECI should observe the MSE and modular block wall construction on a full -time basis. Supplement recommendations for drainage will be made by ECI, if necessary. 1805 136th Place N.E., Suite 201, Bellevue, WA 98005 Bellevue (425) 643 -3780 FAX (425) 746 -0860 Toll Free (888) 739 -6670 x1C �t n u + «..Feu.esenF»rrr.�n'r +'�2 ra WV4# t`V49 tiSt !r. "d?tT.O'iwl1 ''I�Y1 tf..34 Fools Sabey Corporation February 26, 2003 For the MSE and modular block wall construction, a traffic surcharge of two hundred fifty (250) pounds per square foot (psf) was assumed. The design should be reevaluated by ECI for other surcharge loading conditions, where applicable. For the gravity walls, traffic surcharge loading was not included, assuming that the gravity walls will be constructed above the driveway areas or in the vicinity of the storm water detention pond. If the surcharge loading will apply to the gravity walls, ECI should reevaluate the design. Global stability of the proposed walls and fill areas was assessed in the geotechnical engineering study prepared by ECI (see Geotechnical Engineering Study E- 2579 -44, dated February 20, 2003). Global stability was assessed for both static and seismic loading. Adequate factors -of- safety were calculated for the static and seismic loading. We trust this design meets your current needs, and the submittal requirements. If you have any questions or need additional information, please contact us. Sincerely, EARTH CONSULTANTS, INC. RAC /KRC /csm Raymond A. Coglas, P.E. Project Manager Attachments: Appendix A - Calculations Sheets SM1 and SM2 Earth Consultants, Inc. Kyle R. Campbell, P.E. Principal E- 2579 -44 Page 2 •.J '�tii::.4tit;:.'a:�t �5:� wV.If•i':SN:f.3eti ' '+.ht:.4.,,.u+:NCb.LmwasauaAJdw L:J • rn 01 (.0 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. PIMA r 1 2 „•„ 3 4 5 --, 6 7 8 9 10 11 12 13 14 ».y 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 PROJECT Earth Consultants Inc. 611)1r1 linlr ill Iinglnrrrs. (kiik,g sts ti 1:11‘ routx•null tide! IIIsis COMPUTED BY K DATED ' Z CHECKED BY DATED PROJECT NO. -2 -S -7 9 -1 4 SHEET I OF SUBJECT L . QI c Z7.5 Cod - �1s cel l ._44 IA. L I 1 so • • r.. .0 12. ISo x22,5' 260 A- 338 6'2 �35C� I(S 2 b 2: X37 3; 375 'Ih 11 , c t- <h 1 2 7., r . - 2,q7_ Ho 4 5`S G . 6 G 7 70D SSD )# I 161 loot..; lo1Z 0 II \/. 11.2,1-i rl PIM ri, OMR 1 2 .0a 3 4 5 wt. 6 7 8 9 10 11 � �u4 12 a 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 Earth Consultants Inc. (kr(r(v lud(vl kngineets. Geol"gls(s ti linelr(nun I S4 Willis's lis's PROJECT COMPUTED BY DATED CHECKED BY DATED PROJECT NO. 2•? -4 N SHEET ' OF I 1 SUBJECT s.o 2.5-‘ 7.S 404 G7.6. 16. v `] 17.5 StSei 2.0.0 ( AO I Lithai 7 �b l bI o 4 1200 (14S ..'1565 I54,5 20.3 7,4403 2 •� 7 Sv CI4 C 7' t, coC (2.s" 0 -S3 dam, t r_at.. = .46 ,171lC!+fl1.E y,�7.: seG'.'.isn rl . �ii��. j; is�; isN:?,`,' d�3:: v1:!=' i.> al'.+ ;: o: � :w:h:�+:i�N�'�i.'41J�ia+..i4�i% • .. 1wa Left 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 Earth Consultants Inc. (Arotr•c hnk'nI El;gii rrrs. (k •okrgIsrs h linrin rnne•nrat Scientists PROJECT COMPUTED BY DATED CHECKED BY DATED PROJECT NO 25x'1 -4 N SHEET _ OF I 1 SUBJECT • S Gocc \ \ e. .� -- �- O Cep ', ((3:,c L) 1/'� 1 � / l r 1 w I 0 x( , .1 �• - p___ < L1 27 s' !ill Y -tom -=--- sir ---�� �•--- �-- V•� -i4 C'1ec�c n;hc� 76' 4'w1 .tl; ,.1v:.. s...._.y:...,,.:.r.. Ln... a.$ , aVx?.117 4141 . �•`• ( z I GPEeI i q . I' 4 1 t = \? . 16.s. 2:7 1,9 isti- 33 Pal ( 2 3 4 5 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 Earth Consultants Inc. (At111Y lit icul ISnkln (N ologlMs I'.nrlrunmrnlal tici'I1I .Is PROJECT COMPUTED BY DATED CHECKED BY DATED PROJECT NO 2 -Li SHEET Lk OF I SUBJECT r C)ie4 ( Cam flocrvkYr J CPA ( A 3 • 0 .s 1' • c A' C�C� 425 cir- / Ck V`1CY��l I61943 + 1 - I 77 Vf ik Rua 2 3 5 6 7 8 9 10 11 12 13 14 15 16 17 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 38 37 38 39 40 41 42 43 44 45 PROJECT 11• IS 7.S I CIS �X ' 1 �; I i �l` 0-{ (.0c-11 -e*- -S Earth Consultants Inc. Gr•rnry Iu k iI linghur•rs. fkrdoplsls h I I ironnu•nlal ticirnlicls W 6 0 , 75Z) fro 1 -I , - Loo 33 2.1,300 20 ;2S Ito , eco 29 H 0S0 COMPUTED BY DATED CHECKED BY DATED PROJECT NO 2 -S 7 1 - 44 SHEET OF 1 SUBJECT 2'{,991 15 , oci l 1 o 3o Z35" 677 2.,33v - 7. 5 (a .G7 5.53 9 U 8 7 y 2.. 2 3 4 5 — 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 Earth Consultants Inc. (NV Iry I IkA brlµlrl ers. (; dogIsls tc Iii -Ir unr•nlul tirir•nll .ls PROJECT • Cle., S z snti '' AM, ") = 0 02.67) I Use_ I �.- �ec-�l �2 ;Sm cow ; �c -.� = 0 PtiNs)-F a ()(1, = (1,L1s -/)1) -0.0 Z _ Co 1:40 — • v.3O • \35" 4- (�,'�,S >' �S l fa,,,,, • w 147-- .a • 0.30 . t1Sj z - (2,.5 > - — , r X A $ •• —X. �C Wes- - K. - -mac• x..... .IL- ... COMPUTED BY DATED CHECKED BY DATED PROJECT NO. 7 `1 - 4 1 -( SHEET C=> OF E t SUBJECT Cat L � i L�\c S.± ylZ � . 4Y, U �.�Sii a 5..5^i'. u�cv. '' <i.� »?xc5� �:%�;;Slfm•Sca,b+'.:a.ivati�i �N' kFct+ �R' Friture? ttgati9A '.yt'r;tn'?iT+�'Y*ri9i7F'�.... _;Ij,•, a: Ci+^�F � +�kr ;via ; H 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 Earth Consultants Inc. Geot% hnlral Engineers. (kr,luy(ISIS h Environmental Scientists PROJECT COMPUTED BY DATED CHECKED BY DATED PROJECT NO 2 - w 14 1 SHEET 7 OF 1 t SUBJECT • • te_ F4 + 0 .s PAe.-''r IG, 8 As' + ‘s S ,`7 K 3 +- 1 z 3cA 3 SZ7 11 -/, crorce_ ‘ e (Fp = ZS , 67G Pk / / Cow C. . - 1., 9 , 1, 27.S' 1Zjc - 7 - 42 06e F -2-1 ' = 1 07 Z`i,6Z?t (OSe_ 2-2.t 'ui ;; >�ea[ti S�Ii�T SLi ; y 4 1 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 Earth Consultants Inc. Genie( hnind ICngInr•rs. (wdogL.is & Environmental Scientists PROJECT COMPUTED BY DATED CHECKED BY DATED 11 11 PROJECT NO. ' I SHEET OF SUBJECT O CI _ ��:G 't'uc'c1 ut ` c i 7-or V-c2A9‘,. lre4 - 2_R-6. t) = 227.S' • 2.'2-4 - E1) 67S 1/ �,.. I \ 1 Sr IC, 345 � C 1•� -1- l ��ZS• 13.7s' } IS • 13,75 k- 5 16.5 L1 eG J (021 \6 - �R. g1 1 G // ` l( .1 (tit fl = 1-10&,62.) 1b - 4 1,1 ::' hx;;;...,..:. �d��j:. yi; r: 4: .��'S'i:S!".;aNS;i:�ki:�iy':S'� ?•J �:,i,. • 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 1 • Earth Consultants Inc. Genie( Imical Engineers. (e•IIUgl \IS 6 IinvIttinntenliti Scientists PROJECT - kr.. ., (i � ` c c)'tL c L1\) L174 U X575` IO251 1Mon S1 ' I 11-t G1-01 t 050 y 5 `r7S 3164 7 � 2.0 52- 113c\ 3sz? 19 7, 6 3 , 4 - a 2Z8 77g 1 I Zs 3 4 67G s "7 23 3.e I ( &7 2 1 COMPUTED BY DATED CHECKED BY DATED PROJECT NO 1"19 SHEET C A OF SUBJECT 7•'s • I A .tS icy s 3 75 Z�5 Mz, 3G7 2 I^1 379 .41 I c i 3p2 400 1(2 I1t 45 22.'77 cztsct,:1_036IS. F ' b7.sm;zsscig 32- \ - c \ 7._ I5Z7F 6 S W.S II 2Z Zo I � t 1G' ly I 1ZI )10 t ar v+nva•.r... maim r%M t I j 2 NA 3 4 Earth Consultants Inc. Cil•I11(Y 11111(111 Engineers, Geolctg',Is & I:1 wit( N111 X'Illi11 k'1('llllsI PROJECT COMPUTED BY DATED CHECKED BY DATED PROJECT NO � 4 SHEET t O OF ( SUBJECT • Ck cD,5- Psevi 46-.0 (Li - 95 4) LH Z7.S O.s 0,3 . , � � ti c . . (t , ,,S rt Y. . ,.r, (30) g,e4Z // Vet- �-� L€ ( . 1 o‘ +; c � 19‘ 7.00 4 1 , 7 1 : °I 9.1 57I . 7 3 , 1 - 6Sci °to lGGI o . 1 11E 7 l Z.o3S' `t Op �. I;. vL 140 - 11-(2._ 47.00#/i l? ? 11 7_403 3sLI tei Z 1 zos Zc,°n •905 • :Vcr 77- • 1 )-T 'Rer _ W . 71S3 I • l rt .1: LTDS, 7&/, Earth Consultants Inc. klotet iIntl Iinµlnrrts,G',dugIsrs & 1:mlro1nlrninl tirlrntlsts PROJECT • CL • -2:?,SSrt VC.s YI Low , I COL \C -I tw.S i oC\ s «c w 1,71Y- y, ?dam -/ �:Ocec �- ¥e . I Sc 1 30 - 3 o t` ic` �c 1:1 its - � z as / s, I~ , c r4, a- eski (OcAAI.S IS%+ less.. , Cam, s de.c- 70c- Paas COMPUTED BY DATED CHECKED BY DATED PROJECT NO. y SHEET \ \ OF 1! SUBJECT - 1;711 p.4 2.00 / I s./.20 4 I,�!C ;s Ls ( u& ANN Gravity Wall Calculations 7.5 Foot Wall Project Description: INS Building ECI Job No. E- 2579 -44 February 26, 2003 Wall height will be 7.5 feet maximum Grade above wall will level The blocks will consist of Lock - Blocks manufactured by "Ultra- block' which have typical dimensions of 2.5 feet high, 2.5 feet wide, and 5.0 feet long SoII Conditions: Wall backfill will consist of native and Imported silty SAND with gravel Soil in front of wall will be native soil The area below wall will be level Lock -Block Wall Dimensions Height of wall -- 7.5 feet (three blocks high) H : =7.5 Wall batter measured from vertical -- wall vertical, no batter a := Meg Wall embedment Hemb : =2 Exposed vertical wall height H e := H w •cos(a) - Hemb Bottom width of wall B : =5 Design wall height H : =H a l- Hemb-+ b•sin(a) Top width of wall B : =2.5 Inclination of ground slope behind wall measured from horizontal plane (3 : =0.deg Inclination of back of wall measured clockwise from horizontal plane atan B b- B t - 18.43 odeg 0 := 90 + a - 18.43 H 0 = 71.57 H e = 5.5 H = 7.5 Determination of Earth Pressures and Surcharge Loading Backfill soil unit weight y : = 135 Friction angle of retained soils := 30•deg Inclination of back of wall measured from horizontal plane 0 :=71.57.deg Angle of Backfill to Wall Interface with Soil ►y :=- 2.74•deg Wall batter measured from the vertical a : =0•deg Friction between concrete Lock -Block and soil S := 28•deg K =.33 Resultant of active earth pressure K a P •- 2 Horizontal Component of P PH := P•cos(90•deg— 0 +8) Vertical Component of P P v := P•sin(90•deg— 0 + 8) P = 1252.97 P H = 863.6 P v = 907.82 Mass Unit Area x'I y'I Weight Mass Moment x' Mass Moment y' Sq. ft ft ft k/ft k- ft/lin foot k -ft/lin foot Block 1 12.5 2.5 1.25 1.75 4.375 2.19 Block 2 6.25 1.25 3.75 1.75 4.375 6.56 Block 3 6.25 1.25 6.25 0.875 0.9375 5.47 Soil 1 12.5 3.75 5 1.5 5.6 7.5 Total 16.25 5.875 15.2875 21.72 x' 2.60 y' 3.70 Evaluation of External Stability Calculate Center of Gravity for Wall by taking moments of all resisting masses about the toe of the wall and then dividing sum of resisting moments by weight of wall in x'y' planes: Horizontal distance of "O" measured from toe in x'y' coordinates x' := 2.60 Vertical distance of "O' measured from toe in x'y' coordinates y': = 3.70 Weight of wall and soil resisting overturning W := 5875 Horizontal arm of W measured from toe in XY planes a := cos(a)•(x' +y'•tan(a)) a = 2.6 Vertical arm of PH measured from toe in XY planes b := H B b •sin(a) b = 2.25 3.34 Horizontal arm of Pv measured from toe in XY planes e := B bsin(90deg - a)- II •tan(90•deg - 0) 3.34 e 4.25 pa I Evaluation of Overturning Stability Resisting Moment MR := W ' a P v' Driving Moment M d := P If Factor of Safety against overturning M R FS o M d Seismic Driving Moment M ds := (1 H .b) + 1139+ 427 Factor of Safety against overturning MR M ds FS '= os ' M 19134.78 M d = 1939.21 FS 0 = 9.87 M ds = 3505 FS os = 5 Evaluation of Sliding Stability Coefficient of friction between wall and foundation soil F := tan(6) F = 0.53 Reaction at the base of wall z N: =W cos(a) } Pvcos(a) +PHsin(a) W Ce K p := 350 6 U UO Sum of forces providing resistance to sliding U) w w= F r : =N•F+ W•sin(a) +P +K F r = 4306.49 U) w Sum of forces driving the wall in sliding 2 F d: =P H•cos(a) F d= 863.6 LL Q Factor of Safety against sliding = d w F r Z = . FSs : =F FSs =4.99 1-0 d Z I— Dp U O va Sum of forces driving the wall in sliding w w F ds := (P H •cos(a)) + 1139+ 427 F d = 2429.6 I-- ;— w z Cl, U Z Seismic Factor of Safety against sliding F FS ss '_ F ds FS ss = 1.77 r Evaluation of Bearing Capacity and Foundation Stability Width of wall footing B B0-0.5 Soil unit weight for bearing soil y := 135 Friction angle of bearing soil :=34.deg Soil cohesion c : = Surcharge q := y'(Hemb + Bearing Capacity Factors from table 4.4.7.1A, AASHTO 1996 N := 42.16 N : =29.44 N : =41.06 Ultimate Bearing Capacity q ult := c•N c 1- 0.5•y•B fN y + q•N q Allowable Bearing Capacity q ult q all '_ 3 q = 337.5 q ult = 25179.53 q all = 8393.18 Eccentricity and Bearing Pressures Summing moments about the center of the footing base N W•cos(a) +P,,•cos(a) +PH•sin(a) N ,:= N•cos(a) N H :=N.sin(a) Horizontal distance of normal force from toe W•a +P PH•b X := X =2.54 N + N H•tan(a) Eccentricity of the base reaction from the center of base of wall measured along the plane parallel to the base of the wall B b X e x :_ 2 cos(a) Bb =1.67 X -254 Bb- X 2.B b -2.46 -333 3 cos(a) cos(a) 3 Bb X and Bb_ X S— b 3 cos(a) cos(a) 3 l .675_2.54 and 2.4653.33 Maximum bearing pressure N 6.e x g max . =— • 1 Bb Bb Minimum bearing pressure N 6.e g min :— 1- B b B b q max = 1299.32 q min = 1413.81 e x = - 0.04 N = 6782.82 N v = 6782.82 NH =0 w Gravity Wall Calculations 10.0 Foot Wall Project Description: INS Building EGI Job No. E- 2579 -44 February 2S, 2003 Wall height will be 10.0 feet maximum Grade above wall will be level The blocks will consist of Lock - Blocks manufactured by "Ultra- block' which have typical dimensions of 2.5 feet high, 2.5 feet wide, and 5.0 feet long Soil Conditions: Wall backflll will consist of native and Imported silty SAND with gravel Soil in front of wall will be native soil The area below wall will be level Lock -Block Wall Dimensions Height of wall - -10 feet (four blocks high) H =10.0 Wall batter measured from vertical -- wall vertical, no batter a :=0.deg Wall embedment Hemb : =1.5 Exposed vertical wall height H := Hw.cos(a)— Hemb Bottom width of wall Bb: =5 Design wall height H:= Hai - Hemb -t- B b•sin(a) Top width of wall B c=2.5 Inclination of ground slope behind wall measured from horizontal plane R : =0•deg Inclination of back of wall measured clockwise from horizontal plane atan B b — B t - 14.04 deg 0 :=90+ a — 14.04 A = 75.96 H H = 8.5 H= 10 Pal 1 I Determination of Earth Pressures and Surcharge Loading Backflll soil unit weight y := 135 Friction angle of retained soils :=30.deg Inclination of back of wall measured from horizontal plane 0 := 75.961deg Angle of Backflll to Wall Interface with Soil W :=-2.74.deg Wall batter measured from the vertical a : =0•deg Friction between concrete Lock -Block and soil S :=28.deg K =0.33 Resultant of active earth pressure K H a P := 2 Horizontal Component of P P P•cos(90•deg— 0 +S) Vertical Component of P P : = P•sin(90•deg— 0 +8) P = 2227.5 P H = 1654.31 P v = 1491.64 Mass Unit Area x'I VI Weight Mass Moment x' Mass Moment y' Sq. ft ft ft k/ft k -ft/lin foot k- ft/lin foot Block 1 12.5 2.5 1.25 1.75 4.375 2.19 Block 2 12.5 2.5 3.75 1.75 4.375 6.56 Block 3 6.25 1.25 6.25 0.875 1.09 5.47 Block 4 6.25 1.25 8.75 0.875 1.09 7.66 Soil 1 12.5 3.75 7.5 1.562 5.8575 11.71 Total 27.5 6.75 16.7875 33.59 x' 2.49 y' 4.97 Evaluation of External Stability Calculate Center of Gravity for Wall by taking moments of all resisting masses about the toe of the wall and then dividing sum of resisting moments by weight of wall in xy' planes: Horizontal distance of "O" measured from toe in xy coordinates x' := 2.49 Vertical distance of "O" measured from toe In x'y' coordinates y' : =4.97 Weight of wall and soil resisting overturning W := 6750 Horizontal arm of W measured from toe In XY planes a := cos(a)•(x' +y'•tan(a)) a = 2.49 Vertical arm of PH measured from toe in XY planes b:= - Bbsin(a) b = 2.99 3.34 Horizontal arm of Pv measured from toe in XY planes e : =B b•sin(90•deg- a)- .3 3.34 •tan(90•deg- 0) e = 4.25 Evaluation of Overturning Stability Resisting Moment M R := W•a+P Driving Moment M d :=P H•b Factor of Safety against overturning M FS 0 := Md Seismic Driving Moment M (P H •b)+ 2025+750 Factor of Safety against overturning M FS Os :_ M ds M 23148.91 M d = 4953.04 FS =4.67 M d = 7728.04 FS =3 Z Z . 6 -J O 0 N O • UI J WO g 5 LLQ = • d �. F . 1- 0 Z !- U O - 0I- W W - U u' O . ▪ Z • = O F. Z A i Evaluation of Sliding Stability Coefficient of friction between wall and foundation soil F := tan(S) Reaction at the base of wall N := W•cos(a) + P v •cos(a) + P H •sin(a ) K := 350 F= 0.53 Sum of forces providing resistance to sliding F r : =N•F+ W•sin(a) +P v •sin(a)+ K p•H emb F r = 4907.16 Sum of forces driving the wall in sliding F d : =P H•cos(a) F d = 1654.31 Factor of Safety against sliding F FSs' =F d FSs =2.97 Seismic Sum of forces driving the wall in sliding F ds :_ (P H •cos(a )) + 2025+ 750 Factor of Safety against sliding F r FS ss'_ F ds F ds = 4429 FS 1.11 .t .a•'tiv:J�.v • Evaluation of Bearing Capacity and Foundation Stability Width of wall footing B := B -0.5 Soil unit weight for bearing soil y : =135 Friction angle of bearing soil :=34.deg Soil cohesion c : =0 Surcharge q : =y' (H emb+ 0.5) q = 270 Bearing Capacity Factors from table 4.4.7.1A, AASHTO 1990 N =42.16 N : =29.44 N : =41.06 Ultimate Bearing Capacity q ult : =c•N c+ 0.5•y•B fN q•N q Allowable Bearing Capacity q ult g all := 3 q ult = 23192.33 q all = 7730.78 Eccentricity and Bearing Pressures Summing moments about the center of the fooling base N:= W•cos(a) +P +P N = 8241.64 N N•cos(a) N 8241.64 N :=N.sin(a) N H = 0 Horizontal distance of normal force from toe X := W-a.$- P P H .b N �+ N H •tan(a) B b X e = -- Bb —= 1.67 3 2 cos(a) B X 3 — cos(a) 1.6751.95 X X -2.21 B b -279 cos(a) cos(a) Maximum bearing pressure N 6.e x q max ._ —• 1 + Bb Bb Minimum bearing pressure N 6.e x q min '_— 1— Bb Bb X 2•B b and B b cos(a) 3 and 3.055.3.33 q max = 2226.31 q min = 1070.35 e x = 0.29 X = 2.21 Eccentricity of the base reaction from the center of base of wall measured along the plane parallel 1 the base of the wall 2•B b -333 3 j KEYSTONE WALL DESIGN PROPOSED INS SEATTLE DISTRICT OFFICE TUKWILA INTERNATIONAL BOULEVARD TUKWILA, WASHINGTON E-2579-44 February 20, 2003 PREPARED FOR SABEY CORPORATION CITY Of Ttrfitilli■ APPROVED MAY 2 9 2003 As r.mili) t;4,‘51 Earth Consultants, Inc. RECEIVED CITY OF TUKWILA FEB 2 4 2003 PERMIT CENTER ; • 1805 - 136th Place Northeast, Suite 2 u r 2003 Bellevue, Washington 98005 — (425) 643-3780 • Toll Free 1-888-739-6670 ,..„ D 0 3- o(00 • , • , • "•" ' ; • • ; • , " 7' tria 4. Attention: Subject: Earth Consultants, Inc. Gef )(Y'lu)i('dI Engineers (('OIngists 4 Environmental •;ei(•ntiss ([n)slru( If(n)'Itatin); N I(:I X) / W,\liO Inslx'(tin) Services February 20, 2003 E- 2579 -44 Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168 -5121 Dear Mr. Hagler: Keystone Wall Design Mr. Ralph Hagler Keystone Wall Design INS Seattle District Office Tukwila, Washington Reference: David Evans and Associates Grading Plan In accordance with your request, Earth Consultants, Inc. (ECI) has prepared a keystone wall design for the subject site. We understand geogrid reinforced keystone wall construction is planned along the north, east, and south sides of the proposed office building development. The wall heights will be on the order of ten (10) to twenty -six (26) feet. Our scope of services included review of the grading plan, engineering analysis, and preparation of the attached drawing. Analysis of the keystone walls was performed using the computer program Keywall 2000. The computer output from the analysis are presented in Appendix A. The reinforcement schedule, typical cross section, and construction notes are presented on the attached drawing, Sheet SK1. The proposed keystone wall alignments and wall heights are presented on the grading plan prepared by David Evans and Associates. We have provided wall designs for wall heights of up to twenty -six (26) feet. 1805 136th Place N.E., Suite 201, Bellevue, WA 98005 Bellevue (425) 643 -3780 FAX (425) 746 -0860 Toll Free (888) 739-6670 Established 1975 p !i�F.,'E ;1,1 k:i,',..'. iJlrn.�u.;nd,��.v�a:wr ..w.....•i.,;,.ti.ca Sabey Corporation February 20, 2003 An ECI representative should observe the keystone wall construction. Testing of the compacted fill should also be performed by an ECI representative. We trust the attached design will satisfy the current submittal requirements. If you have any questions, or if additional information is required, please call. Sincerely, EARTH CONSULTANTS, INC. 7 /pc\, 2oeL _ I Raymond A. Coglas, P.E. Project Manager RAC /csm Attachments: Appendix A Keystone Wall Computer Output Sheets SK1 Earth Consultants, Inc, E- 2579 -44 Page 2 Earth Consultants, Inc. : t • 'J.:a uj 0 2 g co LU Z !— APPENDIX A Z F— LU Lu KEYSTONE WALL COMPUTER OUTPUT C.) 0 E of- E-2579-44 w uj I 0 I— li. 17- w — 0 0 z om page of Project: INS Building Proj. No.: E- 2579 -44 Design Parameters KEYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter (modified soil interface) Methodology KeyWall Ver la, July 11, 1997 KeyStone Retaining Wall Systems Soil Parameters A_ c psf Dcf Reinforced Fill: 30 0 135 Retained Fill: 30 0 135 Foundation Fill: 35 0 125 Reinforce Fill Type: silts & sands unit Fill: crushed Stone, 1 inch minus Factors of Safety sliding: 1.50 Pullout: 1.50 Connection Overturning: 2.00 Uncertainties: 1.50 Bearing: 2.00 Peak: 1.50 Serviceabili1.00 Reinforcing Parameters: Huesker Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds Fortrac -110+ 7393 1.67 1.12 1.02 3868 1.50 2584 0.90 0.95 Analysis: 4 foot wall Unit Type: STANDARD (18.0 in) Wall Batter: 7.10 deg. Leveling Pad: Crushed stone wall Ht: 4.00 ft embedment: 2.00 ft Level Backfill Surcharge: LL •0 psf uniform surcharge DL -- 250 psf uniform surcharge Results: sliding overturning Bearing shear Bending Factors of Safety: 3.29 23.46 33.25 13.56 8.13 Calculated Bearing Pressure: 669 psf Eccentricity at base: -0.17 ft Reinforcing (ft & lbs /ft) Layer Height Length Reinf. Td Tension Tconn FSpo 2 2.67 6.0( Fortrac -110+ 843 221 843 * 6.05 1 1.33 6.0( Fortrac -110+ 954 0 954 * FS >10 Reinforcing Quantities (no waste included): Fortrac -110 +: 1.33 sy /ft Keystone Retaining Wall Systems, Inc. 4444 West 78th Street Minneapolis, MN 55435 Date: 02/19/2004 By: rac page of Project: INS Building Proj. No.: E- 2579 -44 Design Parameters KEYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter (modified soil interface) Methodology KeyWall Ver la, Duly 11, 1997 KeyStone Retaining Wall Systems Soil Parameters A_ c psf pcf Reinforced Fill: 30 0 135 Retained Fill: 30 0 135 Foundation Fill: 35 0 125 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Keystone Retaining Wall Systems, Inc. 4444 West 78th Street Minneapolis, MN 55435 Date: 02/19/2004 By: rac r overturning: 2.00 uncertainties: 1.50 Bearing: 2.00 Peak: 1.50 Serviceabili1.00 Reinforcing Parameters: Huesker Geogrids Tuit RFcr RFd RFid LTDS FS Tal Ci Cds Fortrac -110+ 7393 1.67 1.12 1.02 3868 1.50 2584 0.90 0.95 3 2 1 Analysis: 6 foot wall Unit Type: STANDARD (18.0 in) Wall Batter: 7.10 deg. Leveling Pad: Crushed stone Wall Ht: 6.00 ft embedment: 2.00 ft Level Backfill Surcharge: LL -0 psf uniform surcharge DL -- 250 psf uniform surcharge Results: Sliding overturning Bearing Shear Bending Factors of Safety: 2.59 12.20 25.56 9.36 8.89 Calculated Bearing Pressure: 912 psf Eccentricity at base: 0.02 ft Reinforcing: (ft & lbs /ft) Layer Height Length Reinf. Td Tension Tconn FSpo 3 4.00 6.5( Fortrac -110+ 899 330 899 * 4.74 2 2.67 6.5( Fortrac -110+ 1009 268 1009 * 9.48 1 1.33 6.5( Fortrac -110+ 1120 0 1120 * FS >10 Reinforcing Quantities (no waste included): Fortrac -110 +: 2.17 sy /ft page of Project: INS Building Proj. No.: E- 2579 -44 Design Parameters KEYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter (modified soil interface) Methodology KeyWall Ver la, July 11, 1997 KeyStone Retaining Wall Systems Soil Parameters c psf ,pcf Reinforced Fill: 30 0 135 Retained Fill: 30 0 135 Foundation Fill: 35 0 125 Reinforce Fill Type: silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of safety Sliding: 1.50 Pullout: 1.50 Connection Keystone Retaining Wall systems, Inc. 4444 West 78th street Minneapolis, MN 55435 Date: 02/19/2004 By: rac / 4 ' 3 % 2 1 Overturning: 2.00 Uncertainties: 1.50 Bearing: 2.00 Peak: 1.50 Serviceabili1.00 Reinforcing Parameters: Huesker Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds Fortrac -110+ 7393 1.67 1.12 1.02 3868 1.50 2584 0.90 0.95 Analysis: 8 foot wall Unit Type: STANDARD (18.0 in) Wall Batter: 7.10 deg. Leveling Pad: crushed stone Wall Ht: 8.00 ft embedment: 2.00 ft Level Backfill Surcharge: LL -0 psf uniform surcharge DL -- 250 psf uniform surcharge Results: sliding overturning Bearing Shear Bending Factors of safety: 2.63 10.38 21.93 7.91 7.13 Calculated Bearing Pressure: 1200 psf Eccentricity at base: 0.13 ft Reinforcing: (ft & lbs /ft) Laver Height Length Reinf. Td Tension Tconn FSoo 4 6.00 8.0( Fortrac -110+ 899 390 899 * 4.83 3 4.00 8.0( Fortrac -110+ 1065 368 1065 * 9.81 2 2.67 8.0( Fortrac -110+ 1175 372 1175 * FS >10 1 1.33 8.0( Fortrac -110+ 1286 0 1286 * FS>10 Reinforcing Quantities (no waste included): Fortrac -110 +: 3.56 sy /ft .. . ..��- .,eN�4Mnnv�4YW ��YM2 •:n11�w'4ttildiYg3:irr�r.... page of Project: INS Building Proj. No.: E- 2579 -44 Design Parameters KEYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter (modified soil interface) Methodology KeyWall Ver la, July 11, 1997 Keystone Retaining Wall Systems Soil Parameters - c psf pcf Reinforced Fill: 30 0 135 Retained Fill: 30 0 135 Foundation Fill: 35 0 125 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of safety Sliding: 1.50 Pullout: 1.50 Connection Overturning: Uncertainties: Peak: 2.00 1.50 1.50 Keystone Retaining Wall Systems, Inc. 4444 west 78th Street Minneapolis, MN 55435 Date: 02/19/2004 By: rac 2 Bearing: 2.00 Serviceabili1.00 Reinforcing Parameters: Huesker Geogrids TUlt RFCr RFd RFid LTDS FS Tat Ci Cds Fortrac -110+ 7393 :1.67 1.12 1.02 3868 1.50 2584 0.90 0.95 Analysis: 10 foot wall Unit Type: STANDARD (18.0 in) Wall Batter: 7.10 deg. Leveling Pad: Crushed Stone wall Ht: 10.00 ft embedment: 2.00 ft Level Backfill Surcharge: LL -0 psf uniform surcharge DL -- 250 psf uniform surcharge Results: Sliding overturning Bearing Shear Bending Factors of safety: 2.13 6.63 16.39 7.22 7.13 Calculated Bearing Pressure: 1530 psf Eccentricity at base: 0.39 ft Reinforcing: (ft & lbs /ft) Layer Height Length Reinf. Td Tension Tconn FSpo 5 8.00 8.0( Fortrac -110+ 899 390 899 * 3.58 4 6.00 8.0( Fortrac -110+ 1065 454 1065 * 6.30 3 4.00 8.0( Fortrac -110+ 1231 497 1231 * 9.73 2 2.67 8.0( Fortrac -110+ 1341 475 1341 * FS >10 1 1.33 8.0( Fortrac -110+ 1452 0 1452 * FS >10 Reinforcing Quantities (no waste included): Fortrac -110 +: 4.45 sy /ft l._w I. 44I44.K'f page of Project: INS Building Proj. No.: E- 2579 -44 Design Parameters KEYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter (modified soil interface) Methodology KeyWall Ver la, Duly 11, 1997 KeyStone Retaining Wall Systems Soil Parameters c psf �,_Ptcf Reinforced Fill: 30 0 135 Retained Fill: 30 0 135 Foundation Fill: 35 0 125 Reinforce Fill Type: Silts & sands Unit Fill: crushed Stone, 1 inch minus Factors of safety Sliding: 1.50 Pullout: 1.50 Connection overturning: Uncertainties: Peak: 2.00 1.50 1.50 Keystone Retaining Wall Systems, Inc. 4444 West 78th Street Minneapolis, MN 55435 Date: 02/19/2004 By: rac 3 2 Bearing: 2.00 Serviceabili1.00 Reinforcing Parameters: Huesker Geogrids Tult RFCr RFd RFid LTDS FS Tal Ci Cds Fortrac -110+ 7393 1.67 1.12 1.02 3868 1.50 2584 0.90 0.95 Analysis: 12 foot wall Unit Type: STANDARD (18.0 in) Wall Batter: 7.10 deg. Leveling Pad: Crushed Stone wall Ht: 12.00 ft embedment: 2.00 ft Level Backfill Surcharge: LL -0 psf uniform surcharge DL -- 250 psf uniform surcharge Results: sliding overturning Bearing Shear Bending Factors of Safety: 1.78 4.59 12.17 5.89 7.13 calculated Bearing Pressure: 1938 psf Eccentricity at base: 0.72 ft Reinforcing: (ft & lbs /ft) Layer Height Length Reinf. Td Tension Tconn Fspo 6 10.00 8.0( Fortrac -110+ 899 390 899 * 2.33 5 8.00 8.0( Fortrac -110+ 1065 454 1065 * 4.67 4 6.00 8.0( Fortrac -110+ 1231 610 1231 * 6.31 3 4.00 8.0( Fortrac -110+ 1397 627 1397 * 9.69 2 2.67 8.0( Fortrac -110+ 1507 579 1507 * FS>10 1 1.33 8.0( Fortrac -110+ 1538 0 1538 * FS>10 Reinforcing Quantities (no waste included): Fortrac -110 +: 5.33 sy /ft asp page of Project: INS Building Proj. No.: E- 2579 -44 Design Parameters Reinforcing KEYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter (modified soil interface) Methodology KeyWall Ver la, July 11, 1997 KeyStone Retaining Wall Systems Soil Parameters c osf Reinforced Fill: 30 0 Retained Fill: 30 0 Foundation Fill: 35 0 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Parameters: Tult Fortrac -110+ 7393 Overturning: uncertainties: Peak: Huesker Geogrids RFcr RFd RFid 1.67 1.12 1.02 LTDS FS 3868 1.50 embedment: 2.00 ft 135 135 125 2.00 1.50 1.50 Keystone Retaining Wall Systems, Inc. 4444 west 78th Street Minneapolis, MN 55435 Date: 02/19/2004 By: rac Bearing: 2.00 Serviceabili1.00 Tal Ci Cds 2584 0.90 0.95 Analysis: 14 foot wall Unit Type: STANDARD (18.0 in) Leveling Pad: Crushed stone Wall Ht: 14.00 ft Level Backfill Surcharge: LL -0 psf uniform surcharge DL -- Results: Sliding Overturning Factors of safety: 1.78 4.26 Calculated Bearing Pressure: 2277 psf Eccentricity at base: 0.88 ft Reinforcing: (ft & lbs /ft) Layer Height Length Reinf. Td Tension Tconn FSpo 7 12.00 9.5( Fortrac -110+ 899 390 899 * 3.15 6 10.00 9.5( Fortrac -110+ 1065 454 1065 * 5.74 5 8.00 9.5( Fortrac -110+ 1231 610 1231 * 7.38 4 6.00 9.5( Fortrac -110+ 1397 765 1397 * 9.01 3 4.00 9.0( Fortrac -110+ 1538 756 1538 * FS >10 2 2.67 9.0( Fortrac -110+ 1538 682 1538 * FS>10 1 1.33 9.0( Fortrac -110+ 1538 149 1538 * FS>10 Reinforcing Quantities (no waste included): Fortrac -110 +: 7.22 sy /ft Wall Batter: 7.10 deg. 250 psf uniform surcharge Bearing Shear Bending 11.04 5.02 7.13 rat page of Project: INS Building Proj. No.: E- 2579 -44 Design Parameters KEYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter (modified soil interface) Methodology KeyWall ver la, July 11, 1997 Keystone Retaining Wall Systems soil Parameters c Dsf pcf Reinforced Fill: 30 0 135 Retained Fill: 30 0 135 Foundation Fill: 35 0 125 Reinforce Fill Type: Silts & sands Unit Fill: crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Reinforcing Parameters: Huesker Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds Fortrac -110+ 7393 1.67 1.12 1.02 3868 1.50 2584 0.90 0.95 Analysis: 16 foot wall Unit Type: STANDARD (18.0 in) Leveling Pad: Crushed Stone Wall Ht: 16.00 ft embedment: 2.00 ft Level Backfill Surcharge: LL -0 psf uniform surcharge DL -- 250 psf uniform surcharge Results: Sliding overturning Bearing Shear Bending Factors of safety: 1.66 3.63 9.24 4.41 7.13 Calculated Bearing Pressure: 2709 psf Eccentricity at base: 1.15 ft Reinforcing: (ft & lbs /ft) Layer Height Length Reinf. Td Tension Tconn FSpo 8 14.00 10.0 Fortrac -110+ 899 390 899 * 2.59 7 12.00 10.0 Fortrac -110+ 1065 454 1065 * 5.01 6 10.00 10.0 Fortrac -110+ 1231 610 1231 * 6.65 5 8.00 10.0 Fortrac -110+ 1397 765 1397 * 8.28 4 6.00 9.5( Fortrac -110+ 1538 920 1538 * 9.01 3 4.00 9.5( Fortrac -110+ 1538 885 1538 * FS>10 2 2.67 9.5( Fortrac -110+ 1538 786 1538 * FS >10 1 1.33 9.5( Fortrac -110+ 1538 304 1538 * FS>10 Reinforcing Quantities (no waste included): Fortrac -110 +: 8.67 sy /ft Overturning: Uncertainties: Peak: 2.00 1.50 1.50 Keystone Retaining Wall Systems, Inc. 4444 west 78th Street Minneapolis, MN 55435 Date: 02/19/2004 By: rac Bearing: 2.00 Serviceabili1.00 wall Batter: 7.10 deg. page of Project: INS Building Proj. No.: E- 2579 -44 Design Parameters KEYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter (modified soil interface) Methodology Keywall Ver la, July 11, 1997 Keystone Retaining Wall Systems Soil Parameters c psf Reinforced Fill: 30 0 Retained Fill: 30 0 Foundation Fill: 35 0 Reinforce Fill Type: Silts & sands Unit Fill: crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Reinforcing Parameters: Tult Fortrac -110+ 7393 Overturning: Uncertainties: Peak: Huesker Geogrids RFcr RFd RFid 1.67 1.12 1.02 2.00 1.50 1.50 Date: 02/19/2004 By: rac Bearing: 2.00 Serviceabili1.00 LTDS FS Tal Ci Cds 3868 1.50 2584 0.90 0.95 Analysis: 18 foot wall Unit Type: STANDARD (18.0 in) Leveling Pad: Crushed Stone wall Ht: 18.00 ft embedment: 2.00 ft Level Backfi l l Surcharge: LL •0 psf uniform surcharge DL -- 250 psf uniform surcharge Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 1.78 3.85 9.56 3.77 7.13 Calculated Bearing Pressure: 2958 psf Eccentricity at base: 1.20 ft Reinforcing: (ft & lbs /ft) Layer Heiciht Length Reinf. Td Tension 9 16.00 11.0 Fortrac -110+ 899 390 8 14.00 11.0 Fortrac -110+ 1065 454 7 12.00 11.0 Fortrac -110+ 1231 610 6 10.00 11.0 Fortrac -110+ 1397 765 5 8.00 11.0 Fortrac -110+ 1538 920 4 6.00 11.0 Fortrac -110+ 1538 1075 3 4.00 11.0 Fortrac -110+ 1538 1015 2 2.67 11.0 Fortrac -110+ 1538 889 1 1.33 11.0 Fortrac -110+ 1538 460 Reinforcing Quantities (no waste included): Fortrac -110 +: 11.00 sy /ft Keystone Retaining Wall Systems, Inc. 4444 West 78th Street Minneapolis, MN 55435 Wall Batter: 7.10 deg. Tconn FSpo 899 * 2.72 1065 * 5.18 1231 * 6.82 1397 * 8.45 1538 * FS>10 1538 * FS >10 1538 * FS>10 1538 * FS>10 1538 * FS >10 -, page of Project: INS Building Proj. No.: E- 2579 -44 Design Parameters KEYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter (modified soil interface) Methodology KeyWall Ver la, Duly 11, 1997 KeyStone Retaining Wall Systems Soil Parameters _L c psf Reinforced Fill: 30 0 Retained Fill: 30 0 Foundation Fill: 35 0 Reinforce Fill Type: Silts & sands Unit Fill: Crushed stone, 1 inch minus Factors of safety Sliding: 1.50 Pullout: 1.50 Connection Reinforcing Parameters: Tult Fortrac -110+ 7393 Overturning: Uncertainties: Peak: Huesker Geogrids RFcr RFd RFid 1.67 1.12 1.02 LTDS 3868 Analysis: 20 foot wall Unit Type: STANDARD (18.0 in) Leveling Pad: Crushed stone Wall Ht: 20.00 ft embedment: 2.00 ft Level Backfill Surcharge: LL -0 psf uniform surcharge DL -- Results: Sliding_ Overturning Factors of Safety: 1.78 3.71 Calculated Bearing Pressure: 3299 psf Eccentricity at base: 1.37 ft Reinforcing: (ft & lbs /ft) Layer Height Length Reinf. 10 18.00 12.0 Fortrac -110+ 9 16.00 12.0 Fortrac -110+ 8 14.00 12.0 Fortrac -110+ 7 12.00 12.0 Fortrac -110+ 6 10.00 12.0 Fortrac -110+ 5 8.00 12.0 Fortrac -110+ 4 6.00 12.0 Fortrac -110+ 3 4.00 12.0 Fortrac -110+ 2 2.67 12.0 Fortrac -110+ 1 1.33 12.0 Fortrac -110+ Reinforcing Quantities (no waste included): Fortrac -110 +: 13.34 sy /ft Td 899 1065 1231 1397 1538 1538 1538 1538 1538 1538 pcf 135 135 125 2.00 1.50 1.50 FS 1.50 Tension 390 454 610 765 920 1075 1231 1144 993 615 Keystone Retaining Wall Systems, Inc. 4444 West 78th Street Minneapolis, MN 55435 Date: 02/19/2004 By: rac Bearing: 2.00 Serviceabili1.00 Tal Ci Cds 2584 0.90 0.95 Wall Batter: 7.10 deg. 250 psf uniform surcharge Bearing Shear Bending 9.05 3.30 6.96 Tconn FSpo 899 * 2.85 1065 * 5.35 1231 * 6.99 1397 * 8.62 1538 * FS >10 1538 * FS>10 1538 * FS >10 1538 * FS >10 1538 * FS >10 1538 * FS >10 n.ci�d4,s:ir. .A`J.lA,�uuiwt+J `.i.i4014,4, iata page of Project: INS Building Proj. No.: E- 2579 -44 Design Parameters Reinforcing Parameters: Tult Fortrac -110+ 7393 KEYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter (modified soil interface) Methodology KeyWall Ver la, July 11, 1997 KeyStone Retaining Wall Systems Soil Parameters c psf Reinforced Fill: 30 0 Retained Fill: 30 0 Foundation Fill: 35 0 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Overturning: uncertainties: Peak: Huesker Geogrids RFcr RFd RFid 1.67 1.12 1.02 . L pcf 135 135 125 2.00 1.50 1.50 Date: 02/19/2004 By: rac Bearing: 2.00 Serviceabili1.00 LTDS FS Tal Ci Cds 3868 1.50 2584 0.90 0.95 Analysis: 22 foot wall Unit Type: STANDARD (18.0 in) Leveling Pad: Crushed Stone Wall Ht: 22.00 ft embedment: 2.00 ft Level Backfill Surcharge: LL •0 psf uniform surcharge DL -- 250 psf uniform surcharge Results: Sliding overturning Bearing Shear Bending Factors of Safety: 1.77 3.59 8.63 2.93 6.40 Calculated Bearing Pressure: 3641 psf Eccentricity at base: 1.53 ft (ft & lbs /ft) Reinforcing: Layer Height 11 20.00 13.0 10 18.00 13.0 9 16.00 13.0 8 14.00 13.0 7 12.00 13.0 6 10.00 13.0 5 8.00 13.0 4 6.00 13.0 3 4.00 13.0 2 2.67 13.0 1 1.33 13.0 Fortrac -110 +: 15.89 sy /ft Length Reinf. Fortrac -110+ Fortrac -110+ Fortrac -110+ Fortrac - 110+ Fortrac -110+ Fortrac -110+ Fortrac -110+ Fortrac -110+ Fortrac -110+ Fortrac -110+ Fortrac -110+ Td 899 1065 1231 1397 1538 1538 1538 1538 1538 1538 1538 Tension 390 454 610 765 920 1075 1231 1386 1274 1096 770 Keystone Retaining wall systems, Inc. 4444 West 78th Street Minneapolis, MN 55435 Wall Batter: 7.10 deg. Tconn FSpo 899 * 2.98 1065 * 5.53 1231 * 7.16 1397 * 8.79 1538 * FS >10 1538 * FS >10 1538 * FS >10 1538 * FS >10 1538 * FS >10 1538 * FS >10 1538 * FS >10 141 Pia ,w» taMil page of Project: INS Building Proj. No.: E- 2579 -44 Design Parameters KEYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter (modified soil interface) Methodology KeyWall Ver la, July 11, 1997 KeyStone Retaining Wall Systems Soil Parameters _L c psf Reinforced Fill: 30 0 Retained Fill: 30 0 Foundation Fill: 35 0 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Reinforcing Parameters: Huesker Geogrids Tult RFcr RFd RFid LTDS Fortrac -110+ 7393 1.67 1.12 1.02 3868 Fortrac -110 +: 23.12 sy /ft Overturning: Uncertainties: Peak: 2.00 1.50 1.50 Date: 02/19/2004 By: rac � 1 12 X 11 X 10 � 9 8 � 7 6 Bearing: 2.00 Serviceabili1.00 FS Tal Ci Cds 1.50 2584 0.90 0.95 Analysis: 24 foot wall Unit Type: STANDARD (18.0 in) Leveling Pad: crushed stone Wall Ht: 24.00 ft embedment: 2.00 ft Level Backfill surcharge: LL -0 psf uniform surcharge DL -- 250 psf uniform surcharge Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 2.07 4.59 10.67 3.30 5.92 Calculated Bearing Pressure: 3689 psf Eccentricity at base: 1.32 ft Reinforcing: (ft & lbs /ft) Layer Height Length Reinf. Td Tension Tconn FSPO 13 22.00 16.0 Fortrac -110+ 899 390 899 * 5.88 12 20.00 16.0 Fortrac -110+ 1065 454 1065 * 9.31 11 18.00 16.0 Fortrac -110+ 1231 610 1231 * FS >10 10 16.00 16.0 Fortrac -110+ 1397 765 1397 * FS >10 9 14.00 16.0 Fortrac -110+ 1538 920 1538 * FS>10 8 12.00 16.0 Fortrac -110+ 1538 1075 1538 * FS >10 7 10.00 16.0 Fortrac -110+ 1538 1231 1538 * FS >10 6 8.00 16.0 Fortrac - 110+ 1538 1144 1538 * FS >10 5 6.67 16.0 Fortrac -110+ 1538 993 1538 * FS >10 4 5.33 16.0 Fortrac -110+ 1538 1062 1538 * FS >10 3 4.00 16.0 Fortrac -110+ 1538 1131 1538 * FS>10 2 2.67 16.0 Fortrac - 110+ 1538 1200 1538 * FS >10 1 * 1.33 16.0 Fortrac -110+ 1538 925 1538 * FS >10 Wall Batter: 7.10 deg. yty`k' Axu.w:q.t{Lwa2.%4:c : uY :. r page of Project: INS Building Proj. No.: E- 2579 -44 Design Parameters KEYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter (modified soil interface) Methodology KeyWall Ver la, July 11, 1997 KeyStone Retaining Wall Systems Soil Parameters c psf Reinforced Fill: 30 0 Retained Fill: 30 0 Foundation Fill: 35 0 Reinforce Fill Type: silts & sands Unit Fill: crushed Stone, 1 inch minus Factors of safety Sliding: 1.50 Pullout: 1.50 Connection Fortrac -110 +: 22.39 sy /ft Overturning: uncertainties: Peak: 2.00 1.50 1.50 Date: 02/20/2004 By: rac Bearing: 2.00 Serviceabili1.00 Reinforcing Parameters: Huesker Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci cds Fortrac -110+ 7393 1.67 1.12 1.02 3868 1.50 2584 0.90 0.95 Analysis: 26 foot wall Unit Type: STANDARD (18.0 in) Leveling Pad: crushed stone Wall Ht: 26.00 ft embedment: 2.00 ft Level Backfill Surcharge: LL •0 psf uniform surcharge DL -- 250 psf uniform surcharge Results: sliding overturning Bearing shear Bending 8.57 2.93 3.01 Wall Batter: 7.10 deg. Factors of Safety: 1.81 3.66 Calculated Bearing Pressure: 4227 psf Eccentricity at base: 1.74 ft Reinforcing: (ft & lbs /ft) Laver Height Length Reinf. Td Tension Tconn FSpo 13 24.67 15.5 Fortrac -110+ 843 330 843 * 3.44 12 22.00 15.5 Fortrac -110+ 1065 606 1065 * 5.08 11 19.33 15.5 Fortrac -110+ 1286 882 1286 * 6.71 10 16.67 15.5 Fortrac -110+ 1507 1158 1507 * 8.35 9 14.00 15.5 Fortrac -110+ 1538 1240 1538 * FS >10 8 12.00 15.5 Fortrac -110+ 1538 1231 1538 * FS >10 7 10.00 15.5 Fortrac -110+ 1538 1386 1538 * FS >10 6 8.00 15.5 Fortrac -110+ 1538 1274 1538 * FS >10 5 6.67 15.5 Fortrac -110+ 1538 1096 1538 * FS >10 4 5.33 15.5 Fortrac -110+ 1538 1165 1538 * FS>10 3 4.00 15.5 Fortrac -110+ 1538 1234 1538 * FS >10 2 2.67 15.5 Fortrac -110+ 1538 1303 1538 * FS >10 1 * 1.33 15.5 Fortrac -110+ 1538 1081 1538 * FS >10 :::F"" *4. • a+a GEOTECHNICAL ENGINEERING STUDY PROPOSED INS SEATTLE DISTRICT OFFICE 12500 TUKWILA INTERNATIONAL BOULEVARD TUKWILA, WASHINGTON E- 2579 -44 February 20, 2003 PREPARED FOR SABEY CORPORATION 1 EXPIRFS 7 / za / 2 ' -1 Raymond A. Coglas, P.E. Project Manager FILE COPY 2 Earth Consultants, Inc. 1805 - 136th Place Northeast, Suite 201 Bellevue, Washington 98005 (425) 643 -3780 Toll Free 1- 888 - 739 -6670 E dl":v t�fUGV UITY OF'TUKWILA FEB 2 It 2003 PERMIT CENTER RECEIVED ('BAR 1 1 2003 TUKWILJ PI.,IF3L.t,C V;lOF K4 D03-0(60 ttA IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL ENGINEERING REPORT More construction problems are caused by site subsur- face conditions than any other factor. As troublesome as subsurface problems can be, their frequency and extent have been lessened considerably in recent years, due in large measure to programs and publications of ASFE/ The Association of Engineering Firms Practicing in the Geosciences. The following suggestions and observations are offered to help you reduce the geotechnical- related delays, cost - overruns and other costly headaches that can occur during a construction project. A GEOTECHNICAL ENGINEERING REPORT IS BASED ON A UNIQUE SET OF PROJECT-SPECIFIC FACTORS A geotechnical engineering report is based on a subsur- face exploration plan designed to incorporate a unique set of project- specific factors. These typically include: the general nature of the structure involved, its size and configuration; the location of the structure on the site and its orientation; physical concomitants such as access roads, parking lots, and underground utilities, and the level of additional risk which the client assumed by virtue of limitations imposed upon the exploratory program. To help avoid costly problems, consult the geotechnical engineer to determine how any factors which change subsequent to the date of the report may affect its recommendations. Unless your consulting geotechnical engineer indicates otherwise, your geotechnical engineering report should not be used: • When the nature of the proposed structure is changed. for example, if an office building will be erected instead of a parking garage, or if a refriger- ated warehouse will be built instead of an unre- frigerated one; • when the size or configuration of the proposed structure is altered; • when the location or orientation of the proposed structure is modified; • when there is a change of ownership, or • for application to an adjacent site. Geotechnical engineers cannot accept responsibility for problems which may develop if they are not consulted after factors consid- ered in their report's development have changed. MOST GEOTECHNICAL "FINDINGS" ARE PROFESSIONAL ESTIMATES Site exploration identifies actual subsurface conditions only at those points where samples are taken, when they are taken. Data derived through sampling and sub- sequent laboratory testing are extrapolated by geo- technical engineers who then render an opinion about overall subsurface conditions, their likely reaction to proposed construction activity, and appropriate founda- tion design. Even under optimal circumstances actual conditions may differ from those inferred to exist, because no geotechnical engineer, no matter how qualified, and no subsurface exploration program, no matter how comprehensive, can reveal what is hidden by earth, rock and time. The actual interface between mate- rials may be far more gradual or abrupt than a report indicates. Actual conditions in areas not sampled may differ from predictions. Nothing can be done to prevent the unanticipated, but steps can be taken to help minimize their impact. For this reason, most experienced owners retain their geotechnical consultants through the construction stage, to iden- tify variances, conduct additional tests which may be needed, and to recommend solutions to problems encountered on site. SUBSURFACE CONDITIONS CAN CHANGE Subsurface conditions may be modified by constantly - changing natural forces. Because a geotechnical engi- neering report is based on conditions which existed at the time of subsurface exploration, construction decisions should not be based on a geotechnical engineering report whose adequacy may have been affected by time. Speak with the geo- technical consultant to learn if additional tests are advisable before construction starts. Construction operations at or adjacent to the site and natural events such as floods, earthquakes or ground- water fluctuations may also affect subsurface conditions and, thus, the continuing adequacy of a geotechnical report. The geotechnical engineer should be kept apprised of any such events, and should be consulted to determine if additional tests are necessary. GEOTECHNICAL SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND PERSONS Geotechnical engineers' reports are prepared to meet the specific needs of specific individuals. A report pre- pared for a consulting civil engineer may not be ade- quate for a construction contractor, or even some other consulting civil engineer. Unless indicated otherwise, this report was prepared expressly for the client involved and expressly for purposes indicated by the client. Use by any other persons for any purpose, or by the client for a different purpose, may result in problems. No indi- vidual other than the client should apply this report for its intended purpose without first conferring with the geotechnical engineer. No person should apply this report for any purpose other than that originally contemplated without first conferring with the geotechnical engineer. A GEOTECHNICAL ENGINEERING REPORT IS SUBJECT TO MISINTERPRETATION Costly problems can occur when other design profes- sionals develop their plans based on misinterpretations of a geotechnical engineering report. lb help avoid these problems, the geotechnical engineer should be retained to work with other appropriate design profes- sionals to explain relevant geotechnical findings and to review the adequacy of their plans and specifications relative to geotechnical issues. BORING LOGS SHOULD NOT BE SEPARATED FROM THE ENGINEERING REPORT Final boring logs are developed by geotechnical engi- neers based upon their interpretation of field logs (assembled by site personnel) and laboratory evaluation of field samples. Only final boring logs customarily are included in geotechnical engineering reports. These logs should not under any circumstances be redrawn for inclusion in architectural or other design drawings, because drafters may commit errors or omissions in the transfer process. Although photographic reproduction eliminates this problem, it does nothing to minimize the possibility of contractors misinterpreting the logs during bid prepara- tion. When this occurs, delays, disputes and unantici- pated costs are the all- too - frequent result. To minimize the likelihood of boring log misinterpreta- tion, give contractors ready access to the complete geotechnical engineering report prepared or authorized for their use. Those who do not provide such access may proceed un- der the mistaken impression that simply disclaiming re- sponsibility for the accuracy of subsurface information always insulates them from attendant liability. Providing the best available information to contractors helps pre- vent costly construction problems and the adversarial attitudes which aggravate them to disproportionate scale. READ RESPONSIBILITY CLAUSES CLOSELY Because geotechnical engineering is based extensively on judgment and opinion, it is far less exact than other design disciplines. This situation has resulted in wholly unwarranted claims being lodged against geotechnical consultants. lb help prevent this problem, geotechnical engineers have developed model dauses for use in writ- ten transmittals. These are not exculpatory dauses designed to foist geotechnical engineers' liabilities onto someone else. Rather, they are definitive dauses which identify where geotechnical engineers' responsibilities begin and end. Their use helps all parties involved rec- ognize their individual responsibilities and take appro- priate action. Some of these definitive dauses are likely to appear in your geotechnical engineering report, and you are encouraged to read them closely. Your geo- technical engineer will be pleased to give full and frank answers to your questions. OTHER STEPS YOU CAN TAKE TO REDUCE RISK Your consulting geotechnical engineer will be pleased to discuss other techniques which can be employed to mit- igate risk. In addition, ASFE has developed a variety of materials which may be beneficial. Contact ASFE for a complimentary copy of its publications directory. ASFE Published by THE ASSOCIATION OF ENGINEERING FIRMS PRACTICING IN THE GEOSCIENCES 8811 Colesville Road /Suite G 106 /Silver Spring, Maryland 20910/(301) 565 -2733 0788/3M ys,�sati�s ;r� SIVA DISCUSSION AND RECOMMENDATIONS 6 General 6 Slope Stability 8 Site Preparation and General Earthwork 10 Slope Fill Placement 11 Structural Fill 11 Foundations 12 Office Building Structure 12 Garage Structure 15 Permanent Retaining and Foundation Walls 16 Seismic Design Considerations 17 Slab -on -Grade Floors 18 Site Drainage 19 Modular Block Walls 20 Excavations and Slopes 20 Rockeries 21 Utility Trench Backfill 21 Pavement Areas 22 I TABLE OF CONTENTS E- 2579 -44 PAGE INTRODUCTION 1 General 1 Project Description 1 SITE CONDITIONS 3 Surface.... 3 Subsurface 4 Groundwater 5 Laboratory Testing 5 LIMITATIONS 23 Additional Services 23 Earth Consultants, Inc. +„ POI t ILLUSTRATIONS Plate 1 Plate 2 Plate 3 Plate 4 Plate 5 Plate 6 Plate 7 Plate 8 Plate 9 Plate 10 Plate 11 Plate 12 Plate 13 Plate 14 Plate 15 Plate 16 Plate 17 Plate Al Legend Plates A2 through A103 Boring and Test Pit Logs Plates B1 through B4 Grain Size Analyses Plates B5 and B6 Atterberg Test Limits Data APPENDICES Appendix A Appendix B TABLE OF CONTENTS E- 2579 -44 Vicinity Map Boring and Test Pit Location Plan (Office) Boring and Test Pit Location Plan (Garage) Cross Section A -A' Cross Section B -B' Cross Section C -C' Cross Section D -D' Cross Section E -E' Cross Section F -F' Cross Section G -G' Cross Section H -H' Slope Fill Placement Earth Pressure — Foundation Walls Foundation Wall Drainage and Backfill Retaining Wall Drainage and Backfill Typical Footing Subdrain Typical Utility Trench Fill Field Exploration Laboratory Testing Results Earth Consultants, Inc. Earth Consultants, Inc. ( i( Y11( Y' I1I) I( '}ilIi n};iii(YY:4.(.cY(Iugisls IiI\'ir(nu1u•nf.II (r nisn't iiun•I•rsiing& I(:Itc) \\': \Ii()II is! NY'ticni February 20, 2003 E- 2579 -44 Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168 -5121 Attention: Mr. Ralph Hagler Dear Mr. Hagler: Established 1975 Earth Consultants, Inc. (ECI) is pleased to submit our report titled "Geotechnical Engineering Study, Proposed INS Seattle District Office, 12500 Tukwila International Boulevard, Tukwila, Washington." This report presents the results of our field explora- tion, selective laboratory tests, and engineering analyses. In our opinion, the development is feasible from a geotechnical standpoint. The primary geotechnical considerations are related to foundation support, temporary slope construction, fill placement and compaction, and construction of the site retaining walls. Within the vicinity of the proposed building structure, loose to medium dense silty sand and silt fill underlain by medium dense to very dense sand and silty sand soils were encountered. In our opinion the proposed building should be supported on pile foundations. Bearing soils suitable for support of pile foundations were encountered at depths of approximately 25 to 45 feet below the proposed finish floor elevation of the building. Slab -on -grade construction can be considered for the lower parking level, provided the slab is supported on at least one foot of structural fill. In our opinion the proposed garage structure planned for the north end of the site can be supported on a combination of pile foundations and conventional footings. The pile foundations will be necessary throughout the easterly portions of the building footprint. The subgrade soils exposed along the cuts throughout the westerly portions of the building footprint should provide suitable support for conventional footings. Recommendations for pile foundations, conventional footings, site preparation, and other pertinent geotechnical recommendations are presented in this geotechnical study. 1805 136th Place N.E., Suite 201, Bellevue, WA 98005 Bellevue (425) 643 -3780 FAX (425) 746 -0860 Toll Free (888) 739 -6670 Poo S .p I. , Sabey Corporation February 20, 2003 We appreciate the opportunity to provide geotechnical services during this initial phase of project development, and we look forward to working with you in the future phases. Should you or your consultants have questions about the content of this report, or if we can be of further assistance, please call. Sincerely, EARTH CONSULTANTS, INC. Raymond A. Coglas, P.E. Project Manager RAC /csm Earth Consultants, Inc. E- 2579 -44 Page 2 Oak% FPM General GEOTECHNICAL ENGINEERING STUDY PROPOSED INS SEATTLE DISTRICT OFFICE TUKWILA INTERNATIONAL BOULEVARD TUKWILA, WASHINGTON E- 2579 -44 INTRODUCTION This report presents the results of the Geotechnical Engineering Study completed by Earth Consultants, Inc. (ECI) for the proposed INS Seattle District Office and associated site development to be located along Tukwila International Boulevard in Tukwila, Washington. The general location of the site is shown on the Vicinity Map, Plate 1. The purpose of this study was to explore the subsurface conditions at the site, and provide geotechnical recommendations for the proposed site development. Our services included subsurface exploration, laboratory testing, engineering analysis, and preparation of this report with geotechnical recommendations for the proposed site development. Project Description A schematic representation of the overall site development, proposed building location, and our exploratory locations are approximately as shown on the Boring and Test Pit Location Plans (Plate 2 and Plate 3). The proposed building will consist of four levels of office space with three below grade parking levels. The approximate area of the building footprint is 135,000 square feet. The finish floor elevation of the lowest garage level will be approximately elevation 94 feet. The first floor office level will have a finish floor elevation of approximately elevation 124 feet. The building construction will be Type 1 (concrete). We estimate the column loads will be in the range of 800 to 1200 kips. Slab -on -grade loading will be relatively light, and will be on the order of 150 pounds per square foot (psf). The building excavation will require cuts on the order of twenty (20) to thirty -five (35) feet below the existing site grades. Due to the planned sixty -five (65) to seventy (70) foot offset of the building site from Tukwila International Boulevard, we anticipate there will be sufficient room to complete the building excavation using temporary slopes. Earth Consultants, Inc. FA GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 2 Cross Sections A -A' through E -E' presented on Plates 4 through 8 illustrate the approximate existing and proposed grades through the office building site. As part of the site development, a series of retaining walls will be constructed throughout the site to support the structural fill areas proposed throughout the landscaping and pavement areas of the site. Conventional cast -in -place and mechanically stabilized earth (MSE) walls are being considered for support of the fills. The wall heights will vary, and will be on the order of ten (10) to twenty -six (26) feet high at some locations. The fill areas will be primarily located to the north, south, and east of the proposed office building. Due to the undulating topography, the fill depths will vary, and in some areas will be on the order of twenty (20) to thirty (30) feet. To the north of the proposed office building site, construction of a garage structure and parking lot are planned. The approximate footprint of the parking garage structure is illustrated on Plate 3. The garage will be a two -story structure with one below grade level that will daylight to the east. The finish floor elevation of the garage will vary from approximately elevation 66 feet at the north end of the structure to approximately elevation 82 feet at the south end. The building construction will consist of reinforced concrete with an upper post- tensioned slab and a lower slab -on- grade. We estimate column loads for the garage will be on the order of 150 to 250 kips. Due to the sloping topography throughout the easterly portions of the garage footprint, the placement of fills will be required to establish the finish floor elevation. Pile foundations will be utilized for support of the garage structure where fill placement along the existing slope will be necessary. Based on the proposed cuts that will be necessary along the westerly portions of the garage structure, we anticipate competent native soils suitable for support of conventional foundations will be exposed at the subgrade elevation along the majority of the west footing line. At the north end of the garage structure, construction of a storm water detention vault below the floor slab is being considered. The detention vault foundation will be located fifteen (15) to twenty (20) feet below the garage finish floor elevation. Based on the planned excavation depths for the garage structure and detention vault, an open cut excavation should be feasible. Earth Consultants, Inc. .l. f. F+.. t' �NYnM:. Y4Fh ]YM!ft'Ms�t'.l'`�G'Y.�/C'k81 VOA aft I Surface GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 E- 2579 -44 Page 3 We understand a water quality storm water detention pond will be established to the east of the proposed office building development. The Boring and Test Pit Location Plan (Plate 2) illustrates the approximate location and configuration of the proposed pond. The pond construction will require a series of cuts and fills. The proposed cuts will be on the order of six feet below the existing ground surface elevation. The required fills to establish the perimeter berms at some locations will be on the order of six to eight feet. If any of the above design criteria are incorrect or change, we should be consulted to review the recommendations contained in this report. In any case, ECI should be retained to perform a general review of the final design. SITE CONDITIONS The approximate existing topography in the vicinity of the proposed building site and adjacent site development areas is represented on the Boring and Test Pit Location Plans (Plate 2 and Plate 3) . The upper west portions of the building site consist primarily of gravel roadways and temporary construction parking areas. Throughout the proposed office building site the topography slopes downward to the east, and is interrupted by a relatively flat bench area along the east side of the building footprint. The sloped areas of the site are generally inclined at grades of approximately 40 percent to 60 percent. The height of the existing slopes throughout the proposed building site are in the range of approximately 20 feet to 40 feet. In the vicinity of the proposed garage structure, the surface conditions are generally similar to the office building site. Gravel surfaced construction roadways and a relatively level bench area are located throughout the southerly half of the site. The surface topography slopes downward to the east at grades of approximately 40 percent to 70 percent in some areas. At the time our subsurface explorations were performed (July 2000, March 2001, December 2002, and January 2003), the existing slopes located throughout the development areas of the site were observed for signs of instability and severe erosion. Based on our observations of the existing slopes, there appears to be no indications of instability. Slide scarps, tension cracks, or areas of severe erosion were not observed. During ECI's involvement at the site over the past two to three years, we have not observed signs of slope instability throughout the proposed development areas of the site. Earth Consultants, Inc. z w 00 U) 0 J • LL. w 2 � s � Z = I— 0 Z I- w • w O - O I_- w w � - w z o '' z GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 4 Subsurface The subsurface conditions at the site were explored by drilling a series of borings and excavating a series of test pits at the approximate locations shown on Plates 2 and 3. Please refer to the boring and test pit logs, Plates A2 through A103 for a more detailed description of the conditions encountered at each location explored. A description of the field exploration methods is included in Appendix A. The following is a generalized description of the subsurface conditions encountered in the vicinity of the proposed office building structure. Loose to medium dense silty sand and silt fill soils were observed to depths of twenty (20) to forty -five (45) feet below existing grade within the approximate footprint of the `° building. The majority of the existing fill will be removed as part of the excavation for the building structure. Cross Sections A -A' through E -E' (Plates 4 through 8) depict the approximate extent of the existing fill zones. It appears the existing fill may have originated from previous grading of Highway 99, and was used to fill and level the original undulating topography. Underlying the existing fill soils, medium dense to very dense silty sand and poorly graded sand with silt soils were encountered. Based on geologic mapping of the area, the sand deposits are likely associated with Advance Outwash (Qva) or possibly Ice Contact (Qv1) deposits. Recently performed deep borings suggest that the sand deposits are consistently dense below approximately Elevation 60 throughout the northern half of the building site, and approximately Elevation 50 to 60 feet throughout the southern half of the building site. The dense sand deposits are suitable for support of pile foundations. In the vicinity of the proposed garage structure at the northerly end of the site, silty sand and silt soils were encountered to varying depths below the existing grade. The deepest fill was encountered in the vicinity of Test Pit TP -103. The deep fill deposit appears to be localized and associated with an old ravine area. Underlying the fill, dense deposits of silt and silty sand were primarily encountered. Cross Sections F -F', G -G', and H -H' (Plates 9 through 11) depict the garage structure site and underlying subsurface conditions. Earth Consultants, Inc. ra4 car 1 44 t' 431 t ,ct f:� l 4� 1 GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 Groundwater E- 2579 -44 Page 5 Groundwater seepage was encountered at the majority of the exploration sites. The groundwater seepage level was typically observed at the contact between the fill and native soils. However, groundwater seepage was also observed within the fill deposits and at lower levels within the native deposits. The presence of groundwater seepage should be expected in the proposed building excavations. We do not anticipate groundwater seepage will adversely impact the excavation for the proposed office building structure, which will primarily be conducted within the existing fill deposits. However, measures to intercept groundwater seepage around the perimeter of the building excavation during construction will likely be necessary. Groundwater seepage should also be expected in the excavation for the garage structure. During construction, groundwater seepage should be collected and discharged into temporary interceptor trenches, and directed to an appropriate discharge location. Due to the proposed foundation wall construction for the office building and garage structures, the use of foundation wall drains and free draining backfill should be considered. The use of a geocomposite sheet drain for collecting groundwater seepage along the foundation walls can also be considered. Permanent drainage around the building structures is discussed in the Permanent Retaining and Foundation Wa //s and Site Drainage sections of this report. Groundwater seepage levels and the rate of seepage are not static, and fluctuations in the level and rates can be expected depending on the season, amount of rainfall, surface water runoff, and other factors. Generally, the level and rate of seepage is higher in the wetter winter months (typically October through May) . Laboratory Testing Laboratory tests were conducted on several representative soil samples to verify or modify the field soil classification and to evaluate the general physical properties and engineering characteristics of the soil encountered. Moisture content tests were performed on selected samples. The results of laboratory tests performed on specific samples are provided in Appendix B, or at the appropriate sample depth on the boring and test pit logs. It is important to note that these test results may not accurately represent the overall in -situ soil conditions. Our geotechnical recommendations are based on our interpretation of these test results. ECI cannot be responsible for the interpretation of these data by others. Earth Consultants, Inc. , k':�...'- 'r�.3,.,..`✓.:. ,. ,..... ,.ta: ..alywo . .,eaUf .i ,a.,4.r..w,... �v..�'n.'` -.w H2`MU.rma • Oak rya 3 GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 E- 2579 -44 Page 6 In accordance with our Standard Fee Schedule and General Conditions, the soil samples for this project will be discarded after a period of fifteen (15) days following completion of this report unless we are otherwise directed in writing. General DISCUSSION AND RECOMMENDATIONS Based on the results of our study, it is our opinion the proposed site development is feasible from a geotechnical perspective, provided the recommendations contained in this report are incorporated into the final design. The primary geotechnical considerations for the project are related to foundation support, temporary slope construction, fill placement and compaction, and construction of the site retaining walls. In our opinion, the proposed office building structure can be supported on piling or drilled pier foundations bearing in the dense to very dense sand and silty sand soils encountered at depths of approximately 25 to 45 feet below the proposed finish floor elevation of the office building (Elevation 94 feet). In our opinion, the building slab -on -grade can be supported a minimum of one foot of structural fill. In our opinion, the proposed garage structure located to the north of the office building can be supported on a combination of conventional footings and pile foundations. Due to the sloping topography throughout the easterly portions of the garage structure footprint, the use of pile foundations is being considered. Based on the proposed cuts that will be necessary to establish the subgrade elevation along the west side of the garage structure, competent native soil should encountered along the majority of the west footing line. The exception would be in the vicinity of Test Pit TP -103, where a deep deposit of fill was encountered. Overexcavation and replacement, or the use of pile foundations may be necessary in this area. We understand the proposed detention vault structure will be located below the garage slab at the north end of the structure. The detention vault foundation will be located approximately 15 to 20 feet below the garage slab elevation. The detention vault structure will likely be supported on a combination of conventional footings and pile foundations, and will effectively serve as the foundation for the garage structure at the northerly end of the building. Earth Consultants, Inc. z w 6 J U 00 CO 0 J = 2 w Q =a w Z = I-0 Z ~ • w U � O — O E- ww "I z U= 0 z t"5 GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 E- 2579 -44 Page 7 In our opinion, the excavation for the proposed office building can be accomplished using an open cut with temporary slopes. The maximum excavation depth below existing site grades will be approximately 35 feet. The building site is setback approximately 65 to 70 feet from the west property line. Based on the planned excavation depths and building setback from the property line, it is our opinion construction of stable temporary slopes is feasible. Recommendations for temporary slope construction are presented in the Excavations and Slopes section of this report. The planned site development areas located primarily to the south and east of the proposed building structure will require structural fill placement and the construction of retaining walls. The walls will be up to approximately 25 feet in height, and will likely consist of cast -in -place (CIP) walls, and mechanically stabilized earth (MSE) and modular block walls. Successful placement of the fills will require that the fills be keyed -in to the existing slope surfaces. Fill placement and compaction requirements are discussed in the Site Preparation and General Earthwork section of this report. In our opinion, construction of the proposed water quality pond is feasible from a geotechnical standpoint. In our opinion, construction of the compacted berms and establishment of a soil pond liner should^ conform - to the King County Surface Water Design Manual requirements. These requirements are provided in Chapters 5 and 6 of the 1998 Surface Water Design Manual. This report has been prepared for the exclusive use of Sabey Corporation and their representatives. The report was prepared for specific application to this project only and in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No other warranty, expressed or implied, is made. We recommend that this report, in its entirety, be included in the project contract documents for the information of the contractor. Earth Consultants, Inc. rah pee GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 8 Slope Stability A slope stability analysis was performed for the purpose of assessing the stability of the temporary slopes for the building excavation. Additional stability analyses were also performed to assess the post- construction stability of the proposed fill areas where retaining wall construction is planned. The existing stability of the site was also assessed as part of our stability analysis. Based on our subsurface investigation, field observations, and numerical analysis, it is our opinion the existing slopes are stable in their present condition. During our field explorations, the existing slopes were observed for signs of instability. At the time of our field explorations, there were no signs of slope instability or areas of severe erosion observed during the summer and fall of 2000, during the winter of 2001, and recently during the 2002 — 2003 winter season. The computer program PCSTABL 6 was used to model the proposed excavations and fill areas for the construction and post- construction conditions. Cross - Sections A -A', B -B', and D -D' (Plates 4, 5, and 7) illustrate the approximate existing site topography, building and fill locations, and critical failure plane produced from the global stability analysis. Subsurface data interpreted from the field exploration has also been included on the cross sections. Soil strength parameters for the stability analyses were selected based on correlation with penetration resistance values, laboratory test results, and our past experience with similar soil conditions. For long -term post- construction seismic analysis, we included a lateral seismic coefficient of 0.20 to model the effects of a strong motion earthquake. Earth Consultants, Inc. t ha , ,aks ' .ir ., ) t � }r ,2 kV+.' i f4Y1•4MLt.FR . 2i.4 144 , • Section Post - Construction D -D' Static Seismic 1.5 1.1 Section Temporary - Construction B -B' Static Seismic 1.4 N/A Section Post - Construction A -A' Static Seismic 1.8 1.2 Pat GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 The results of our slope stability analysis addressing global stability indicate the following minimum factors -of- safety: Stability Analysis E- 2579 -44 Page 9 The stability analysis indicates factors -of- safety of 1.4 for the construction condition, and at least 1.5 for the static post- construction conditions. For the seismic condition using a lateral seismic coefficient of 0.20, the stability analysis indicates a factor -of- safety of at least 1.1. In our opinion, the factors -of- safety derived from the global stability analysis are acceptable. The critical failure surfaces are illustrated on the slope cross sections (Plates 4, 5, and 7). Provided the recommendations of this report are followed, it is our opinion that the risk of damage to the proposed development, or to adjacent properties, from soil instability will be minimal. It is our opinion the proposed construction will not significantly increase the potential for soil movement. This estimate of minimal risk for significant damage does not include unforeseeable or changed conditions. Earth Consultants, Inc. 1 t GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 Site Preparation and General Earthwork E- 2579 -44 Page 10 The proposed development areas of the site should be stripped and cleared of surface vegetation and other deleterious materials. In our opinion, where the deeper fills to the south of the proposed office building structure are planned, stripping of topsoil will not be necessary, provided the fills are adequately keyed -in to the existing slope surface. Existing utility pipes that are abandoned should be plugged or removed. The temporary slope excavations for the building sites should be covered with plastic sheeting to protect them from erosion. Recommendations for temporary slope inclinations are presented in the Excavations and Slopes section of this report. The ground surface where structural fill or foundations are to be placed should be observed by a representative of ECI. Based on the planned excavation depths for the proposed office building, the existing loose to medium dense silty sand and silt fill soils will likely be encountered at the planned building pad elevation. Due to the relatively high fines content of the fill soils, moisture sensitivity of the soils will be moderate to high. Subgrade areas that are exposed to extended periods of precipitation will likely become unstable. If the subgrade becomes saturated and unstable, overexcavation of the unstable soil and replacement with structural fill or crushed rock may be necessary. At the location of proposed garage structure, native silty sand and silt will likely be encountered in the cuts. In the vicinity of Test Pit TP -103, existing fill soils will likely be encountered in the cuts. The native soils are also moisture sensitive, and will become unstable when exposed to excessive moisture. Earth Consultants, Inc, GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 Slope Fill Placement Structural Fill E- 2579 -44 Page 11 The site work necessary to establish finish grades around the buildings will require a series of cuts and fills. At some locations, the proposed fills will be placed on the existing slopes. Fills placed on the existing slopes will need to be keyed -in to the slope face using a series of bench excavations. Guidelines for slope fill placement are presented on Plate 12. Prior to placing the fill, the slopes should be stripped of surface vegetation and topsoil. As illustrated on Plate 12, a structural fill keyway should be established at the toe of the slope fill, where applicable. Throughout much of the site, the fills placed on the existing slopes will ultimately be supported by permanent retaining structures. Subsurface drainage should be established at the interface between the existing slope face and the new fill where groundwater seeps are present. During dry weather, the native silty sand with gravel soils and the existing fill soils can be considered for use as structural fill outside the building foundation areas. The soil should be at or near its optimum moisture content at the time of placement. At the time of our explorations, the dense to very dense silty sand with gravel soils were at or near their optimum moisture content. Successful use of the native silt and existing fill soils will depend on the ability of the contractor to aerate and moisture condition the soils, if necessary. Due to the moisture sensitive nature of the existing fill and native soils, a late spring or summer grading schedule should be considered. Success of compacting the fine grained silt soils may be improved by the use of a sheepsfoot roller. ECI will work with the contractor to assess the suitability of the on -site soils for use as structural fill. Fill for use during wet weather should consist of a fairly well graded granular material having a maximum size of four inches and no more than 5 percent fines passing the No. 200 sieve based on the minus 3/4 -inch fraction. Earth Consultants, Inc. Diameter (inches) Compression (tons) Uplift (tons) * Lateral — Free Head (tons) 0.5" 1.0" 18 62 24 4 9 24 105 31 7 14 30 160 45 10 20 GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 12 .M. Structural fill is defined as compacted fill placed under foundations, roadways, slabs, pavements, or other load- bearing areas. Structural fill placed under the footings for the garage structure, or other structures that will not be pile supported, should consist of crushed rock. Structural fill placed under slab -on -grade areas or non -load bearing areas should be placed in horizontal lifts not exceeding twelve (12) inches in loose thickness and compacted to a minimum of 90 percent of its laboratory maximum dry density. The maximum dry density should be determined in accordance with ASTM Test Designation D -1557 (Modified Proctor). The fill materials should be placed at or near the optimum moisture content. Fill under pavements and walks should also be placed in horizontal lifts and compacted to 90 percent of maximum density except for the top twelve (12) inches which should be compacted to 95 percent of maximum density. Foundations In our opinion, the proposed office building structure should be supported on piling or large diameter piers. The proposed garage structure can be supported on a combination of conventional foundations and piling. Specific foundation recommendations for each structure are described below. Office Building Structure For purposes of this report, we have considered augercast piles and large diameter pier foundations. The following tables provide allowable capacities for augercast piles and large diameter piers. Augercast Piles * Allowable Uplift Capacity Does Not Include Weight Of The Pile Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 E- 2579 -44 Page 13 The piles should be spaced with a center to center distance of at least three diameters. For short -term wind and dynamic loading, a one -third increase in the above allowable capacities can be assumed. The augercast piles should be embedded at least ten feet into the dense to very dense silty sand and sand bearing strata. Due to the variation in the bearing strata elevation, variable pile lengths will be necessary to achieve the minimum embedment into the bearing strata. Based on the proposed finish floor elevation of approximately elevation 94 feet, we estimate the augercast piles will range between thirty (30) feet and fifty (50) feet in length. The installation of the augercast piles should be observed by an ECI representative on a full -time basis. The piles should be installed by a contractor with experience in the successful installation of augercast piles. The piles should be installed with continuous - flight hollow stem auger equipment specifically designed for the installation of auger placed grout- injected piles. The grout injection point should be at the tip of the auger bit, below the cutting teeth. The contractor should provide sufficient auger length to extend the piles an additional ten feet beyond the anticipated pile depth, if necessary. The installation should be sequenced such that piles are not drilled within ten feet of uncured piles. Each pile should be drilled and completely filled with grout in an uninterrupted operation. The grout should be placed under a minimum pressure of two hundred (200) pounds per square inch (psi) in order to ensure adequate bonding with the bearing soils. The grout pump should have an easily visible grout pressure gauge to verify adequate pressure is being obtained and a counter to allow calculation of the volume of grout pumped for each pile. The auger hoisting equipment should be capable of withdrawing the auger smoothly and at a constant rate without jumps or stops. A positive grout head of at least ten feet should be maintained at all times to prevent caving and the formation of voids. The contractor can accomplish this by slow withdrawal of the auger such that a column of grout extends at least ten feet above the auger tip. The contractor's equipment and pile installation procedures should be reviewed prior to the start of construction. The pile installation should be observed by the geotechnical engineer. The monitoring should include collecting and interpreting the installation data and verify bearing stratum elevations. Earth Consultants, Inc. ;rtlK z w Ce J U O 0 0 N W J w 0 2 g = • d w Z = 1— 0 Z • ~ O • P- O I— w w I-- H LL0 ..z w • = O ~ z Diameter (inches) Compression (tons) * Uplift (tons)** Lateral - Free Head (tons) 0.5" 1.0" _ 36 200 30 13 26 48 350 40 21 42 60 525 50 30 60 72 750 60 43 86 GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 E- 2579 -44 Page 14 Higher capacities can be achieved by the use of large diameter drilled piers. The following table provides recommended allowable capacities for large diameter piers. Large Diameter Piers * Weight of pier has been subtracted from the calculated ultimate capacity * * Uplift Capacity Does Not Include Weight Of The Pier The piers should be spaced with a center to center distance of at least three diameters. For short -term wind and dynamic loading, a one -third increase in the above allowable capacities can be assumed. The drilled pier foundations should be embedded at least fifteen (15) feet into the dense to very dense silty sand and sand bearing strata. We estimate the piers will be on the order of thirty -five (35) to fifty -five (55) feet in length, based on a finish floor elevation of approximately 94 feet. Due to the likelihood that loose soils will be encountered throughout the upper regions of the drilled pier excavations, casing of the excavations should be anticipated. The piers should be installed by a contractor with proven experience and success in the construction of large diameter pier foundations. In our opinion, at least two piers should be load tested to 200 percent of the design compression Toad. The standard procedure for static load testing is detailed in ASTM D 1143. The purpose of the load testing is to confirm that the design allowable load has a factor -of- safety of at least 2.0, and that settlements are within tolerable limits. Alternatives to the static load testing procedure outlined in ASTM D 1 143 are available, and can be explored further once a piling or pier system has been selected. These alternatives include dynamic testing of the pile or pier, and eliminates the need for large reaction piles and load frames. ECI can prepare recommendations and guidelines for a load testing program once a pile or pier system has been selected. Earth Consultants, Inc. • swrr.:craxm rat GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 Garage Structure Due to the sloping topography within the footprint of the proposed garage structure, a combination of conventional foundations and augercast pile foundations is being considered. The augercast pile foundations will be utilized primarily along the east side of the garage structure. The allowable augercast pile capacities provided above can be considered for the garage structure pile foundations. We estimate the length of the augercast piles below the existing ground surface elevation will range between twenty (20) and twenty -five (25) feet. As previously discussed, the installation of the augercast piles will need to be observed by the geotechnical engineer to confirm that adequate embedment into the bearing strata is achieved. Conventional foundations will likely be utilized along the west side of the garage structure where cuts will be necessary to establish the foundation subgrade elevation. For foundations bearing on the medium dense to dense silty sand and silt native soils, an allowable soil bearing capacity of five thousand (5,000) pounds per square foot (psf) can be considered for design of the foundations. An ECI representative should observe the foundation soil to verify that the dense to very dense native soils are exposed at the footing elevation. Continuous and individual spread footings should have minimum widths of eighteen (18) and twenty -four (24) inches, respectively. Loading of this magnitude would be provided with a theoretical factor -of- safety in excess of three against actual shear failure, provided the foundations are placed on the dense to very dense native soils. A one -third increase in the above allowable soil bearing capacity can be assumed for short -term wind and seismic loading conditions. If loose or unstable soil conditions are encountered at the footing subgrade elevation, the soil should be overexcavated to a depth at which the dense to very dense native soils are encountered. The width of the overexcavation should extend a minimum of eighteen (18) inches beyond the edges of the foundation. Additional overexcavation beyond the edges of the footing may be necessary, and should be assessed by ECI during construction. Overexcavated foundation soil should be replaced with crushed rock. As an alternative, the overexcavated soil can be replaced with one and one half sack lean mix. Provided the foundations are installed in accordance with the recommendations contained in this report, we estimate total settlements of approximately one inch and differential settlement of approximately one half inch. Most of the anticipated settlements should occur during construction as dead loads are applied. Earth Consultants, Inc. E- 2579 -44 Page 15 bxw . xnej m 7,77nny p vpf .,'w140 "il.tin'sNkE4dM,1?'tX ly3 F MA GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 16 Lateral Toads can be resisted by friction between the base and sides of the foundations and grade beams, and by passive soil pressure acting on the face of the buried portion of the foundations and grade beams. Resistance to lateral Toads from passive earth pressures can be calculated using an equivalent fluid pressure of three hundred fifty (350) pcf. To achieve adequate passive resistance, the foundations must be backfilled with structural fill. As an alternative, the foundations can be poured neat against the undisturbed native soil. For frictional capacity, a coefficient of 0.35 may be used for foundations bearing on competent native soils or granular structural fill. In our opinion, friction along the base of pile supported grade beams should be neglected, although friction can be considered along the sides of grade beams. These lateral resistance values are allowable values; a factor -of- safety of 1.5 has been included. Footing excavations should be observed by a representative of ECI. Permanent Foundation and Retaining Walls Foundation and retaining walls should be designed to resist lateral earth pressures from the retained soils, and any surcharge loading. The foundation walls for the office building and garage structure will be restrained from movement by the floor diaphragms. The below grade foundation walls can be designed using a maximum earth pressure equivalent to 25H psf, where "H" equals the height of the excavation. The recommended distribution of the earth pressure is illustrated on Plate 13. The earth pressure value calculated as described above does not include surcharge loading due to traffic, adjacent foundations, construction Toads, or any other loadings. If surcharges are to apply, they should be added to the above design lateral pressures. For passenger vehicle traffic surcharge loading, a uniform pressure of seventy (70) psf applied in a rectangular distribution should be applied to the walls, where applicable. ECI should assess surcharge loading from heavy truck traffic, if applicable. For earthquake loading, the lateral thrust can be approximated by a rectangular pressure distribution equal to six times the wall height (6H) in units of psf. Earth Consultants, Inc. tva CAVA 1 0 _ ;y GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 Seismic Design Considerations Earth Consultants, Inc. yt�MY!.h ".MUrCCM1 fr. E- 2579 -44 Page 17 For conventional cantilever retaining walls designed to yield a minimum of 0.002 times the height of the wall, lateral earth pressures can be calculated using an equivalent fluid with a unit weight of thirty -five (35) pcf. For non - yielding walls, the equivalent fluid pressure should be increased to fifty (50) pcf. The above lateral earth pressure values assume the walls will be backfilled with free draining material. Surcharge loading of the walls should be added, where applicable. ECI can provide recommendations for surcharge loading from backfill slopes or adjacent foundation loading, if necessary. As stated above, a surcharge of seventy (70) psf applied in a rectangular distribution along the height of the wall can be used for passenger vehicle traffic surcharge loading. The walls should be provided with a perforated drain pipe and backfilled with a free - draining material. Typical wall backfill and drainage details for foundation walls and conventional cast -in -place retaining walls are presented on Plates 14 and 15, respectively. The walls should be backfilled with a free draining backfill. The free - draining backfill should extend at least eighteen (18) inches behind the wall. Use of a sheet drain such as Mira -Drain 6000 or equivalent can also be considered. The remainder of the backfill should consist of structural fill. The Puget Sound region is classified as Zone 3 by the Uniform Building Code (UBC). The largest earthquakes in the Puget Sound region have been subcrustal (intraplate) events, ranging in depth from fifty (50) to seventy (70) kilometers. Such deep events have exhibited no surface faulting. Weaver and Shedlock (1989) researched the probable or known source areas for the crustal, intraplate, and subduction zone earthquakes in the Washington and Oregon area. Crustal and intraplate earthquakes are the only events in Washington and Oregon in which there is a historical record. Shallow crustal earthquakes occur within the North American Plate, and typically do not exceed focal depths of approximately 20 kilometers. Intraplate earthquakes occur in the subducting Juan de Fuca plate, and typically occur below depths of forty (40) kilometers. The recent February 28, 2001 earthquake that was focused just north of Olympia, Washington was an intraplate earthquake, and had a magnitude of ML =6.8. The subduction zone earthquake, in which there is no historical record in the Washington and Oregon area, would have its source along the interface between the North American Plate and the subducting Juan de Fuca Plate. Magnitude 8 + earthquakes are thought to be possible along this interface, and would occur at depths of approximately 50 to 60 kilometers (Weaver and Shedlock, 1989). 1�lt :trS z JU 00 J � w 2 J = W z �.. H Z ~ uj U O 01— w W t '- - 0 w z U= z fasel GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 . %Y Slab -on -Grade Floors Earth Consultants, Inc. E- 2579 -44 Page 18 The UBC Earthquake regulations have established a series of soil profile types that are z used as a basis for seismic design of structures. Based on the encountered soil i z conditions, it is our opinion that soil type SD from Table 16 -J of the 1997 UBC should be CC w used for design. D 00 Liquefaction is a phenomenon in which soils lose all shear strength for short periods of N w time during an earthquake. The effects of liquefaction may be large total and /or -J 1- differential settlement for structures with foundations founded in the liquefying soils. w o Groundshaking of sufficient duration results in the loss of grain -to -grain contact and rapid 2 increase in pore water pressure, causing the soil to behave as a fluid for short periods of g a time. co a =w To have potential for liquefaction, a soil must be cohesionless with a grain size z distribution of a specified range (generally sands and silt); it must be loose to medium- z o dense; it must be below the groundwater table; and it must be subject to sufficient w magnitude and duration of groundshaking. D 0 o - Based on the soil and groundwater conditions observed at the site, it is our opinion that w w the site has a low susceptibility to liquefaction. The generally medium dense to very 1- dense condition of the underlying native soil is the primary basis for this conclusion. In L z our opinion, the existing silty sand and silt fill soils also have a low susceptibility to d liquefaction. 0 1. z Construction of a slab -on -grade floor is planned for the proposed office building structure. We understand that either a slab -on -grade or structural slab will be utilized for the garage structure. Based on the proposed finish floor elevation of approximately 94 feet, the existing silty sand and silt fill soils will likely be exposed at the subgrade elevation throughout the majority of the office building site. In our opinion, the slab -on -grade floor should be supported on at least one foot of granular structural fill. Loose or unstable subgrade soils should be stabilized prior to placing the structural fill. Overexcavation and the use of a geotextile and crushed rock can be considered for stabilizing the subgrade soils, if necessary. A four -inch capillary break consisting of a free draining poorly graded sand or gravel with less than 4 percent fines (percent passing the No. 200 sieve, based on the minus 3/4 -inch fraction) should be placed below the slab. In areas where slab moisture is undesirable, a vapor barrier such as a 6 -mil plastic membrane can be placed over the capillary break material. If desired, two inches of damp sand can be placed over the plastic membrane to help protect the membrane and to aid in curing of the slab. c+..lMtilf+w 4 H•0 GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 Site Drainage E- 2579 -44 Page 19 Finish grades around the buildings must be sloped such that surface water is directed away from the buildings. During construction, surface water runoff must not be allowed to stand in construction areas. Interceptor trenches should be provided along the perimeter of the excavation to intercept groundwater seepage before it enters the construction area, where necessary. Loose surfaces should be sealed by compacting the surface to reduce the potential for moisture infiltration into the soils. The presence of groundwater seepage should be expected in the proposed office building and garage structure excavations. An ECI representative should be on -site during the excavation phase of construction to assess groundwater conditions. If excessive groundwater conditions are encountered, the use of sumps may be necessary to collect and discharge groundwater seepage from the excavations. Groundwater seepage present along temporary slopes may cause piping and erosion of the slopes. Rock ballast can be placed in these areas to control piping and slope erosion, if necessary. The proposed perimeter foundation wall drains will help intercept groundwater around the proposed structures. We do not anticipate additional subdrains below the building slabs will be necessary to control groundwater seepage around the buildings. The need for subdrains below the building slabs, however, will be assessed at the time of construction. As previously discussed, Plate 14 illustrates a typical foundation wall drainage detail. For conventional shallow footings, a typical foundation drain detail is illustrated on Plate 16. Under no circumstances should roof downspout drain lines be connected to the footing or foundation wall drain systems. All roof downspouts must be separately tightlined to the site storm water system. Earth Consultants, Inc. ?z) *i. 114:84 sJ atniSS aia$1j ter ■4014, GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 Modular Block Walls Z z A series of mechanically stabilized earth (MSE) modular block walls will be used to c support the proposed fills that will be located primarily to the north, east, and south of the proposed office building. The overall height of the modular block walls will be on the U o order of ten (10) to twenty -six (26) feet at some locations. A design for the modular w = block walls and reinforced backfill should be completed. For purposes of designing the F- reinforced backfill, the following soil parameters can be considered: w 0 LL. U � = I— W Z = � Z • o U O N W w The following information is provided solely as a service to our client. Under no w z co circumstances should this information be interpreted to mean that ECI is assuming U responsibility for construction site safety or the contractor's activities; such responsibility 0 is not being implied and should not be inferred. Z • Soil Unit Weight 135 pcf • Internal Angle of Friction 30 degrees • Allowable Soil Bearing Capacity 3,000 psf Contractor provided modular block designs should be reviewed by ECI. Excavations and Slopes In no case should excavation slopes be greater than the limits specified in local, state and Federal safety regulations. Based on the information obtained from our field exploration, the soils observed throughout the planned excavation areas would be classified as Type C by OSHA. As such, temporary cuts in these soils should be sloped at an inclination no steeper than 1.5H:1 V (Horizontal:Vertical). ECI should observe the excavations to observe soil and groundwater conditions, and verify the OSHA soil type. ECI should review the temporary slope and grading plan and observe conditions during excavation to verify soil and groundwater conditions. If temporary slopes cannot be constructed in accordance with OSHA guidelines, the use of temporary shoring may be necessary. Earth Consultants, Inc. E- 2579 -44 Page 20 navbs GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 E- 2579 -44 Page 21 Permanent cut and fill slopes should be inclined no steeper than 2H:1 V. Cut slopes should be observed by ECI during excavation to verify that conditions are as anticipated. z Supplementary recommendations can then be developed, if needed, to improve stability, r including flattening of slopes or installation of surface or subsurface drains. In any case, J water should not be allowed to flow uncontrolled over the top of slopes. o o co co 'LI Permanently exposed slopes should be seeded with an appropriate species of vegetation -J F- to reduce erosion and improve stability of the surficial layer of soil. w 0 Rockeries g co a If rockeries are planned at the site, the construction should be in accordance with the I- i Associated Rockery Contractors (ARC) Guidelines. Rockeries are erosion control features, Z !— and are not intended to function as retaining structures. ECI should observe excavations LL! z o uj made for rockeries, and periodically observe the rockery construction. In areas where rockeries are placed in front of fills, the use of geogrid reinforcement within the fills may N be necessary. ECI can provide recommendations for reinforced earth fills, if necessary. o Utility Trench Backfill Based on the soil conditions encountered at the time of our exploration, the native soils and the majority of the existing fill soils should provide adequate support for utilities. If remedial measures are necessary to provide adequate support for utilities, the unsuitable soils can be overexcavated and replaced with a suitable crushed rock material and pipe bedding material such as pea gravel. Recommendations for remedial measures can be provided by ECI, as necessary during construction. Utility trench backfill is a primary concern in reducing the potential for settlement in pavement areas. It is important that the utilities be adequately supported in the bedding material. The material should be hand tamped to ensure support is provided around the haunches of these structures. Fill should be carefully placed and tamped to about twelve 7(12) inches above the crown of the pipe before heavy compaction equipment is brought into use. The remainder of the backfill should be placed in lifts having a loose thickness of less than twelve (12) inches. A typical trench backfill section and compaction requirements for Toad supporting and non -load supporting areas is presented on Plate 17. Earth Consultants, Inc. , T., arM [�1 w — 0 z z A GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 Pavement Areas The adequacy of site pavements is related in part to the condition of the underlying subgrade. To provide a properly prepared subgrade for pavements, the subgrade should be treated and prepared as described in the Site Preparation and General Earthwork section of this report. This means at least the top twelve (12) inches of the subgrade should be compacted to 95 percent of the maximum dry density (per ASTM D- 1557). It is possible that some localized areas of soft, wet or unstable subgrade may still exist after this process. Therefore, a greater thickness of structural fill or crushed rock may be needed to stabilize these localized areas. Following preparation of the pavement subgrade, proofrolling of the subgrade should be observed by an ECI representative. The pavement subgrade should be in a firm and unyielding condition when subjected to proofrolling with a loaded dump truck. The following pavement section for lightly - loaded areas can be considered: • Two inches of asphalt concrete (AC) over four inches of crushed rock base (CRB) material, or • Two inches of AC over three inches of asphalt treated base (ATB) material. E- 2579 -44 Page 22 Heavier truck - traffic areas will require thicker sections depending upon site usage, pavement life and site traffic. As a general rule, the following sections can be considered for truck - trafficked areas: • Three inches of AC over six inches of CRB, or • Three inches of AC over four and one -half inches of ATB. These pavement thicknesses may be modified based on anticipated traffic Toads and frequency. Asphalt concrete (AC), asphalt treated base (ATB), and crushed rock base (CRB) materials should conform to WSDOT specifications. All rock base should be compacted to at least 95 percent of the ASTM D -1557 laboratory test standard. Earth Consultants, Inc. a oae +�urcv.;tr«a�rt -y GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 23 LIMITATIONS Our recommendations and conclusions are based on the site materials observed, selective laboratory testing and engineering analyses, the design information provided to us by you, and our experience and engineering judgement. The conclusions and recommendations are professional opinions derived in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty is expressed or implied. The recommendations submitted in this report are based upon the data obtained from the exploratory borings and test pits. Soil and groundwater conditions between the boring and test pit locations may vary from those encountered. The nature and extent of variations between our exploratory locations may not become evident until construction. If variations do appear, ECI should be requested to reevaluate the recommendations of this report and to modify or verify them in writing prior to proceeding with the construction. Additional Services We recommend that ECI be retained to perform a general review of the final design and specifications to verify that the earthwork and foundation recommendations have been properly interpreted and implemented in the design and in the construction specifications. We also recommend that ECI be retained to provide geotechnical services during construction. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. We do not accept responsibility for the performance of the foundation or earthwork unless we are retained to review the construction drawings and specifications, and to provide construction observation and testing. Earth Consultants, Inc. t =' . , �• 1 Geotechnical !s ,,, Construction Earth Consultants, Inc Engineering Geology Environmental Sciences Testing& ICBO / WABO Inspection Services Vicinity Map INS Building Tukwila, Washington Drwn. GLS Date Dec. 2002 Proj. No. 2579 -44 Checked MGM Date 12/30/02 Plate 1 LAKE REBA_ i 2 Si 1500i ST LOP1 LAKE I • I ljsn .� . art ti , t a � S 126TH' ST ntc( ■j !4011 N Reference: Puget Sound Area King County / Map 655 By Thomas Brothers Maps Dated 2003 1,111, sr 1241H .;w; ST • i .. 'nn1 rt _.. -. !129M > .C1 ST 130T11 ST " %t S 13011H PL 6r4 (1. J 5 W1ST 1 s Misr o1 sr" ST 1 S 132K0) ST 1 4 1200 ST NORTH SATELLITE: TERMINAt j,Ju l . 57,1711 07770 . 11+7770 • wt7rfss COLT` OO IRSE A-D A 16.44 r■ T- NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. ('I 11.1111 r, t nl N N ›. S : 126tH ST 128TH N I • ?134TH ST 01 NISI < 1♦1Ltr$P PK ?:;r �T 2400 � (n J 5 13001 Ia S 131ST � . 1 • ' 1 �'13 __sr._ 1 '_c� .��. sr I51 13 RD 4 45 125TH ` STI HI GEL INE >� COMMi1N/TY r Lil HOSP I` 3 , Y r S'133 541 st Vfl � ST ? 6; L'� ots 13 r Nr5 137TH , °N '1. RIVERTQ4 • CREST., i I I N C H • 24T11 ST N; X 19 11 514 1261H ST . 8T= ST - ?e m1 ;S y'• Rt `I �y Si of ' :1 r . StXl1HI ' :;.4f PAO Item �_ 118TH • _ R n r �r4 EI � tZ ti 5 M 151ST S e 154TH7' ,° IQ N S d ■11 s 1'1 '3 ` .. e- 160TH rf S 161 •h:, S i 1621) ST s ' r 1f ` fT ' WV ix;. 3 . G:'tt`{ai ==;, 94 yt7' O � • cra NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Drwn. GLS Date Feb. 2003 Proj. No. 2579 -44 Checked RAC Date 2118/03 Plate 12 tuA trq Existing Grade r.: 11III— III . :•: ;: 111E-111E111 111 STANDARD NOTES • Slope should be stripped of topsoil and unsuitable materials prior to excavating key way or benches. • Benches will typically be equal to a dozer blade width, approximately 8 feet, but a minimum of 4 feet. • Final Slope gradient should be 2 : 1 (Horizontal : Vertical) Max. • Final Slope face should be densified by over - building with compacted fill and trimming back to shape or by compaction with dozer or roller. • Planting or Hydroseeding slope face with a rapid growth deep rooted vegetative mat will reduce erosion potential of slope area. • Use of pegged -in -place jute matting or geotechnlcal fabric will help maintain the seed and mulch in place until the root system has an opportunity to germinate. • Structural Fill should be placed in thin loose lifts not exceeding 10 inches in thickness. Each lift should be compacted to no less than the degree specified in the site preparation and Earth Work Section of this report. No additional lift should be placed until compaction is achieved. Final Slope Gradient 2H: 1V Max. H VL LEGEND Typical "Bench" 4 feet minimum width Existing Grade Free draining, organic free, granular material with a maximum size of 3 inches, containing no more than 5 percent fines (silt and clay size particles passing the No. 200 mesh sieve) or other material approved by Geotechnicai Engineer. Key Way Fill is same as Structural Fill described above. Key Way should minimum 2 feet deep and 6 feet wide, extending the full length of the slope face. Approximate original grade. SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Earth Consultants, Inc. Geotechnical Engineers, Geologists & Environmental Scientists Construction Testing & ICBO / WABO Inspection Services SLOPE FILL PLACEMENT INS Building Tukwila, Washington rw z ~ w e: Jo 00 cn J = I- w 0 y LL u_ ? "I d =w H z � I- o z I- 0 ON O I-- w W .•z w • = O ~ z Drwn. GLS Date Feb. 2003 Pro]. No. 2579 -44 Checked RAC Date 2/18/03 Plate 13 Vola f 1 ///4///4/1//1/// / 4/44//// 4/////1/41/////// //////////. • 4 4 4 1 1 1 4 1 4 4 . 1 A l Floor Diaphram 111=111=111=-.111=111=.111= 111 =111 111-111 111 111 SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING 111- 111 =111= 11E111 =111= 111 111 H/4 NOTE: For Dynamic Thrust - Use Rectangular Distribution Equal to 6H. r 4 1 4 4 0 C Earth Consultants, Inc. Geotechnlcal Engineers, Geologists & Environmental Scientists EARTH PRESSURE - FOUNDATION WALLS INS Building Tukwila, Washington n; ^^F.N:R�•e ad <r't,.SAr�:ft�{+r�z4F Drwn. GLS Date Feb. 2003 ProJ. No. 2579 -44 Checked RAC Date 2/18/03 Plate 14 P.4 ki t ° - - • 0 0 ip - 000 0 ) 0 0000 0 0000 0 0 0 °0 0 0 r� 0 0 0 o - b Q 0 0 0 :0 DO ° 0 0 0 0000 0 O °O 000 0 00 0 ° O o 0 oo 00 0 0 ° ° 00 00 0 0 0 o° o 00° ° o 0 0 O o 0 0 0 ° D00 0 0 0 00 ° o 0 0 0°e 0 0 0c)0,,,00.00°0 0 0 0 0 0 0 0 0 0 000 . 0 0 00 °0 c c 0 °O 8000 0 0 °0 0 0000 o 0 00 0 0 00 0° 0 STANDARD NOTES FF Elevation Varies 18" min. V 12 inches 1) Free draining backfill should consist of granular soil having no more than 5 percent passing the #200 sieve and no particles greater than 4 inches in diameter. The percentage of particles passing the #4 sieve should be between 25 and 75 percent. 2) Structural Fill backfill should be free of organics, clayey soils, debris and other deleterious materials. It should be placed at or below the optimum moisture content. 3) Drain pipe; perforated or slotted rigid PVC pipe laid with perforations or slots facing down; tight jointed; with a positive gradient. Do not use flexible corrugated plastic pipe. Drain line should be bedded on and surround with free draining 1 inch drain rock. The drain rock may be encapsulated with a geotechnical drainage fabric at the engineers discretion. 18 inches min. 0 0 0 0 0 • . �• 11.0,• •• 000 0 0 ° 0 0 ° ° ° 0 0 0 0 0° G D ° ° ° 0 °0 0 0 _non °° 0 LEGEND 1 inch Drain Rock III = IIIIII MI Excavated Slope Perforated Pipe Wrapped with Filter Fabric Surface Seal; Native Soil or other low permeability Material 18 inches minimum of Free Draining Backfill Structural Fill Backfill 90 percent relative compaction SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Earth Consultants, Inc. Geoiechnical Engineers, Geologists & Environmental Scientists Construction Testing & ICBO / WABO Inspection Services FOUNDATION WALL DRAINAGE AND BACKFILL INS Building Tukwila, Washington Drum. GLS Date Feb. 2003 Pro). No. 2579 -44 Checked RAC Date 2/18/03 Plate 15 i Min 2" Dia. Weep Hole Min. 6" Free Draining Backfi H bu 0 O 0° 00 oC. , it ° Oo 0 0 C 80 1" Drain °° 0o ° Rock 0 0°0 0 OC WEEP HOLE DETAIL STANDARD NOTES 1) Free Draining backfill should consist of granular soil having no more than 5 percent passing the #200 sieve and no particles greater than 4 inches in diameter. The percentage of particles passing the #4 sieve should be between 25 and 75 percent. 2) Structural backfill should be free of organics, clayey soils, debris and other deleterious materials. It should be placed at or near the optimum moisture content. o — 0 0 — O 0 0 0 0 0 0 0 ° 0 0 0 ° 0 OO 0 a 0 • .oj 0 0 0 Cl 0 0 0 0 0 0 00 0000000 c 0 °Q1 8 o� 00 0 oO 00 o 00000 00 00 O o ° D p Oa O 0� � oO °0-0 00 0 0 ..•'� O : o O o o0 0 0 0 .•" O O O •�• i p 0 0 0:00e0 0 ° 0 0 O o 0 0• O O° 0 O 0p?0-00.c, „ 0 0 00 00:000°,0 • o ° D °0 0 0 0 o0 00 � 00 o0a 0 000°000 0 0 0 0 0 0° 0 .0. o° ciA45 111= 111El11 lfoot min. 12 inches 3) Where weep holes are utilized, surround each weep hole with 3 cubic feet of 1 inch drain rock. Maximum horizontal spacing of weep holes should be 6 feet. 4) Drain pipe; perforated or slotted rigid PVC pipe laid with perforations or slots facing down; tight jointed; with a positive gradient. Do not use flexible corrugated plastic pipe. Drain line should be bedded on and surround with free draining 1 inch drain rock. The drain rock may be encapsulated with a geotechnical drainage fabric at the engineers discretion. 1 foot min. Compacted Subgrade 0 0000 O i0° o 0 00 'o 0 ° 0 0° 0 O ° ° ° ° ° 0 ° ° Ili III IIIIIIIII SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Excavated Slope Perforated Pipe Wrapped with Filter Fabric Earth Consultants, Inc. GeotechnIcal Engineers, Geologists & Environmental Scientists Construction Testing & ICRO / WABO Inspection Services RETAINING WALL DRAINAGE AND BACKFILL INS Building Tukwila, Washington Drwn. GLS Date Feb. 2003 Proj. No. 2579 -44 Checked RAC Date 2/19/03 Plate 16 E:1 1.41 •:sa .an 6 Inch min. V0 o O 0 ° 0 0 r 0 O • • OO 0 0 0 p ' ' O o d•�' o p O o 0 o p 0.- O °o 0 °0 0°O o O 0 0 0 0 °0 0 0 0 0 0 0 0 0 o 0 ° O 0 0 Q 0 O o�° 000 ° 00 0%0 oo0 0 °O ° 0 0 0 °OO 0 0 0 00 0 0 °0 0 000 0 0 0 0 00 0 0 0 0 0 0 O o 0 0 0 °00 00 0 0000,z, 000 00 0 0 Oo 0 0 °0 0 0 0000° 0 00 O 0 0 o00a 0 O 0 0 0°0c3 0 ° O ° 0 . 000 ° 0 0 0 0 00 00 x0 O00 ° O o 0 8 ° 0 %0 ° 0 ° 8°0%000 0 c x 00 80 0°00 0 00 °0 0 00 °0 00 00 0 00 0 0° 0 0 O O 000°0 ° 0 0 :00:1,00000%00a00 ° p 0 00 0 • ° 0 0 o 0 p • 0 ° o ogo 0 0 0 0 0 00 00 °0 0 0 0 00 0 0 000_0. 0 00 � .x 0 0 0 OO�a O O ° O .0o O 8.0 r e r 4 inch min. Diameter Perforated Pipe Wrapped in Drainage Fabric LEGEND 1" Drain Rock 2 inch min. / 4 inch max. Surface seal; native soil or other low permeability material. Slope To Drain • Drain pipe; perforated or slotted rigid O PVC pipe laid with perforations or slots facing down; tight Jointed; with a positive gradient. Do not use flexible corrugated plastic pipe. Do not tie building downspout drains into footing lines. Wrap with Mirafi 140 Filter Fabric or equivalent. 12 inch min. A SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING 18 inch min. t 2 inch min. Earth Consultants, Inc. Geotechnical Engineers. Geologists & Environmental Scientists Construction Testing & ICBO / WABO Inspection Services • TYPICAL FOOTING SUBDRAIN DETAIL INS Building Tukwila, Washington i� r. . 1+ 77{h4 J�6�.5!Wmixw MrayW r . p . t1W:, fv Drwn. GLS : :.. : : ; .:� . •... :; o op o • 0 o 0 0 0 Checked RAC I ' 'j �ti A ! ! ' • 1,. , �.t 1,. . -t .L� .. •.r : ;• �,• ' -: ...rp,.. is :-t! q.--....,- : • r, •�'• :•~���:•: ';: . • •. .. A . .:,. • p • o• �o ° n j,a ( '� b 1 I 6;5x6 °s b : Qo '• Pie • .°4,. a 1 06•.c : 0 e(). •� O ee• : U •�1�0q o •�, a•b• n .io ^ l Do •Z7• C ••V Oow o J ( . 't 6 ° • t9_gp k '0„ 2 b,&:.�'oo -6: :sb :Qa a' :•P6 &:,:06.7 d q,6%,,,.., , : o• tj• R.,�e^.C�a • D o• ,9 O �Q• eQQ°°°: ;!bAto°e_f• A 1 Drwn. GLS Date Feb. 2003 Proj. No. 2579 -44 Checked RAC Date 2/19/03 Plate 17 1,31 o ° 0 LEGEND Backfiil Bedding Asphalt or Concrete Pavement or Concrete Floor Slab Base Rock or Capillary Break, as Appropriate Backfili; Compacted On -Site Soil or Suitable Imported Fill Material Minimum Percentage of Maximum Laboratory Dry Density as determined 90 by ASTM Test Method D 1557 -91 (Modified Proctor), unless otherwise specified in the attached report text. • Bedding Material; material type depends on type of pipe and laying conditions. Bedding should conform to the manufacturers recommendations for the type of pipe selected. Non -Load Supporting Floor Slab or Areas Roadway Areas Varies 1 foot min. Varies Varies SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Earth Consultants, Inc. Geotechnicai Engineers, Geologists & Environmental Scientists Construction Testing & ICBO / WABO Inspection Services TYPICAL UTILITY TRENCH FILL INS Building Tukwila, Washington 5. i{^,.' tii' ��iYkjtc,':•"« r. F{ �? . >..t «:r.a �t�.t5 •: dl',; j.' iL .l,' ^ ;7 , y r �� : �i�is • ���l; x .. . '" »..- ,i:......., :,.1...._..... ,...- ,. u...:..emr..••nrwnx•:.e+. .. .. .�5!tff.:Y.....� .., ,.... APPENDIX A FIELD EXPLORATION E- 2579 -44 Our field exploration was performed during May, June, and July, 2000, March 2001, December 2002, and January 2003. Subsurface conditions at the site were explored by observing a series of borings and test pit excavations. The approximate boring and test pit locations were determined from existing landmarks presented on available plans. The locations of the borings and test pits should be considered accurate only to the degree implied by the method used. These approximate locations are shown on the Boring and Test Pit Location Plans, Plate 2 and Plate 3. The field exploration was continuously monitored by an engineer or geologist from our office, who classified the soils encountered and maintained a log of each boring, obtained representative samples, measured groundwater levels, and observed pertinent site features. All samples were visually classified in accordance with the Unified Soil Classification System that is presented on Plate Al, Legend. Logs of the test pits are presented in the Appendix A, Plates A2 through A103. The final Togs represent our interpretations of the field logs and the results of the laboratory tests of field samples. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. Earth Consultants, Inc. MAJOR DIVISIONS GRAPH (SYMBOL LETTER SYMBOL TYPICAL DESCRIPTION Coarse Grained Soils More Than 50% Material Larger Than N o. 200 Sieve 'Size Gravel And Gravelly Soils More Than Fraction Coarse raction Retained On No. 4 Sieve Clean Gravels (little or no fines) a a a ( N O e O o O o \ C GW gw Well- Graded Gravels, Gravel -Sand Mixtures, Little Or No Fines i III ilk 4 • 'Isl. Gp gp Poorly- Graded Gravels, Gravel - Sand Mixtures, Little Or No Fines Gravels With Fines ( appreciable amount of fines) ` 1 111+ 1� GM gm Silty Gravel - Sand - r avels Silt Mi xtures f f . f . ' ar GC gc Clayey Gravels, Gravel - Sand - Clay Mixtures Sand And Sandy Solis s More Than 50% Coarse Fraction Passing No. 4 Sieve Clean Sand ( little or no fines) , * 0 .00 / o o o G o SW SW Well- Graded Sands, Gravelly Sands, Little Or No Fines a; ►.;;:;;;; *: +: A `:< ; : ;; fi; SP Sp Poorly- Graded Sands, Gravelly Sands, Little Or No Fines Sands With Fines (appreciable amount of fines) • �.•; , ; : SM Srt1 Slily Sands. Sand - Silt Mixtures SC S Clayey Sands, Sand Clay Mixtures Fine Grained Soils More Than 50% Material Smaller Than No. 200 Sieve Size Silts Liquid Limit And Less Than 50 Clays j) ML Cpl Inorganic Silts &Very Fine Sands, Rock Flot.r,Silty- Clayey Fin S an d s; Clayey Silts w/ Slight Plasticity / CL CI GI Clays las Cy My, , Sandy Of Low ClaysTo edium , Silty Clays Plasticit , Lean ( 11 1 1 ,�ilI I 'li O L 01 Organic Silts And Organic Silty Clays Of Low Plasticity Silts Liquid Limit And Clays Greater Than 50 I MH mh Inorganic Silts, Micaceous Or Diatomaceous Fire S an d O r Silty Soils 1 CH Ch Inorganic Clays Of High Plasticity, Fat Clays. // � /i OH Oh Organic Clays Of Medium To High Plasticity, Organic Silts Highly Organic Soils .21. d i, •�1 -9- .. I PT pt Peat, Humus, Swamp Soils With High Organic Contents Topsoil ' y �' y �' J Humus And Duff Layer Fill 1141, Te • • Highly Variable Constituents .4 ,,.4a C qu W P pcf LL PI The discussion in the text of this report is necessary for a proper understanding of the nature of the material presented in the attached Togs. TORVANE READING, tsf PENETROMETER READING, tsf MOISTURE, % dry weight SAMPLER PUSHED SAMPLE NOT RECOVERED DRY DENSITY, lbs. per cubic ft. LIQUID LIMIT, % PLASTIC INDEX DUAL SYMBOLS are used to Indicate borderline soil classification. I 2" O.D, SPLIT SPOON SAMPLER 11 24" I.D. RING OR SHELBY TUBE SAMPLER WATER OBSERVATION WELL 2 DEPTH OF ENCOUNTERED GROUNDWATER DURING EXCAVATION Y SUBSEQUENT GROUNDWATER LEVEL W/ DATE Earth Consultants Inc. (•Kwiu1 uilcul 1:1 wets, (Kxilogisis & I Iwlrui m u:nial Sdel ulsls LEGEND Proj. No.2579 -44 I Date Jan. 2003 I Plate Al . rid•` Y) z>' � 7w; � k � irM � rP, rA? U:: ��� � � �; 7 ».. : �� } '...,:..,w k.' �..«�� •`x+ � u � t �. ��.;. ,..,....�..,..., -..• • Project Name: INS Building Sheet of 1 4 Job No. 2579 -44 Logged by: MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: 6-201 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±120' Hole Completion: ❑ Monitoring Well ❑ Piezometer FA Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Ft. Graphic Symbol aldweS '3d yldea USCS Symbol Surface Conditions: ► 13 • • ' o 'i�i� • • o � ��� • • ♦��� �•1 �• i � ∎� • • • •• i�i�j •�i�i�i • ����j ii • • ► * • • o • • *v- r* • • ►•• ��• : ■ '•i ij •�� ���j •��•j • ■• • • • � • � • •�i�i�i ,���4 • • ��� '•�i �i�i . • ■ • • • • SM Brown silty SAND with gravel, loose to medium dense, moist to wet (Fill) ( ) -trace cobbles - becomes medium dense, moist - becomes greenish gray, medium dense - contains asphalt debris, small i� 1a 11 12 . . 13 14 15 • 16 17 ML Dark brown sandy SILT, loose to medium dense, moist (Fill) - contains wood debris .. - SM Dark brown to black silty SAND, loose, moist to wet (Fill) -trace brick debris 11 ,,l► h. ,,�► , t� l Earth Consultants Inc. GxxnymlcalPnglnr� Crnk�glsl�k (nvlrcHinxnr,�tlni Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 I Dwn. GLS I Date Jan. 2003 Checked MGM I Date 1/21/03 • I Plate A2 K+M Boring Log Subsurface conditions depicted represent our observations at the time and Ioca on of this exploratory ho modified by engineering • tes analysis an j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfrrmofinn nrocnnlorl nn thlc Inn Project Name: INS Building Sheet of 2 4 Job No. 2579 -44 Logged by: MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: 6-201 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±120' Hole Completion: ❑ Monitoring Well ❑ Piezometer F 4 Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol i i 1 I 15 17 71 74 •+: 4 ���� iii ��• •• • �*4 ••• - ~ t • • ML Blue gray sandy SILT with gravel, medium dense, moist (Fill) 21 SM Brown silty fine SAND, medium dense, moist (Fill) -trace small gravel 23 — 24 25 26 27 28 29 30 31 32 33 34 35 3s 37 38 39 SM Brown silty fine SAND, medium dense, moist - contains poorly graded sand with silt SM Grades to brown silty SAND with gravel, medium dense, moist - scattered gravel - predominantly small gravel - becomes very dense - subangular gravels - pockets of poorly graded sand do q0;/ �( \�vI pl. .�a V �f /Kt Earth Consultants Inc ��, dIPn�lrxra�;.Cw-okKtst'' nvlr[H►nKnrtISclryvt4t+ Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 I Dwn. GLS I Date Jan. 2003 Checked MGM I Date 1/21/03 Plate A3 Gush t • Boring Log Subsurface conditions depicted r j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of of w nofinn nroccnfori nn thin Inn nt our observations at the time and location of this exloratory hole, modified by engineering tests, analysis and Project Name: IN Building Sheet of 3 4 Job N. 2579-44 Logged by: MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: B-201 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ± 1 2( Hole Completion: LI Monitoring Well D Piezometer FA4 Abandoned, sealed with bentonite General N W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol . i i i 40 33 35 38 - SM Brown silty SAND with gravel, dense, moist -contains interbeds of poorly graded sand -decrease in gravel 41 42 43 44 45 SP-SM Grades to brown poorly graded SAND with silt, dense, moist 1. , �� n 0 ��� f CA � . ^a0 � _ na O. � nom! n a ' '. .. ^ a_. = ^ C_ ..: �'..,: o•:�':a. ;: ,. D �� � n�� � n�� �'�'I 46 47 48 49 50 51 52 53 54 55 56 57 58 59 [ ilos, 0- 4411 01 011 i \I it f \ ‘ i Earth Consultants Inc. Gr.OW.ChtliCill MO Gcloiogists & FnvImnimnreal Scientist:: Boring Log INS Building Tukwila, Washington Pro. No. 2579-44 I own. GLS I Date Jan. 2003 Checked MGM I Date 1/21/03 I Rate A4 iga Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysts and judgment. They are not necessaribr representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of InfnernafInn inrocanfori nn this Inn • ^ - • Nqi Project Name: INS Building Sheet of 4 4 Job No. 2579 -44 Logged by: MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: B -201 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±120' Hole Completion: ❑ Monitoring Well ❑ Piezometer with bentonite g4 Abandoned, sealed General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample logwAs sosn 3 3 i D. u L 43 i o =_ SP -SM Brown poorly graded SAND with silt, dense, moist 61 Boring terminated at 61.5 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with bentonite and cuttings. NOTES: Borings drilled by Gregory Drilling using a CME 85, track mounted drill rig. Boring elevations based on topographic data shown on Site Plan provided by client. i do O. 4111. 3 %if ( 1 �1 i jih Earth Consultants Inc. Ism wiromenxai ,mill, c ,� i t �;. � J Boring Log INS Building Tukwila, Washington Proj. No. 2579-44 I Own. GLS I Date Jan. 2003 Checked MGM I Date 1/21/03 I Plate A5 r�I Boring Log Subsurface conditions depicted represent our observations at the time and location of this exloratory hole, modified by engineering tests, analysis a J udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnlmafinn nroconfnrf nn fhic Inn ixkfLL:z`#'> wam 0 * rnr n . - ^crtrmnm ;aA1;.�7:ta&M V W1h7X d OKWOMOURf Project Name: INS Building Sheet of 1 2 Job No. 2579 -44 Logged by: MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: B -202 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±108' Hole Completion: ❑ Monitoring Well ❑ Piezometer RI Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. logw olydei Depth Ft. Sample USCS Symbol Surface Conditions: 1 ■ 1 41 8 24 ������� � � • � � • • �•��! • ������ • • ■ • • ����! ����. � � �� , ���� ■ � ■ . ����� ■ 2 4 8 10 11 13 SM Brown silty SAND with gravel, medium dense, moist (Fill) - becomes black - becomes gray, becomes dense -asphalt debris — — o . o ■ . ������� • • $* 1 ■ ■ . ■ ii �i ■ ► ��� • a ! ► • � � � •• •�i�i�i ■ •••• SM Dark brown silty SAND with organics, loose to medium dense, moist (Fill) - contains abundant wood - contains gravel 9 — 14 15 16 17 18 19 SM Brown silty SAND with gravel, medium dense, moist - interbeds of poorly graded sand i do' , i �, 44kl∎ 0 10 Earth Consultants Inc. GcoedWraliin¢Inrt1s, cemosism &i-vironinenMi scientists Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 I Dwn. GLS I Date Jan. 2003 Checked MGM I Date 1/21/03 I Plate A6 •wa Boring Log Subsurface conditions depicted r j udgment. They are not necessari}y representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrrnotinn nroccninri nn chic inn esent our observations at the time and location of this eploratory hole, modified by engineering tests, analysis and `.is .1�t( . to iii: 11 �(.l4 1Ai v'S } ' '.iil7.C1�Y4 ,xV.T:*fr Mtvsi•vr,Hna�: AaaJostaw P :+Ol +:Ili'! kk� Project Name: INS Building Sheet of 2 2 Job No. 2579 -44 Logged by: MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: B -202 Drilling Contactor. Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±108' Hole Completion: I♦ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W CA) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol a a 3 L 1 33 28 ML Grades to SILT, dense, moist -trace interbeds of sand -trace small gravel -iron oxide staining -trace small rounded gravel - becomes blue gray -thin interbeds of poorly graded sand 21 -- 22 23 24 25 26 Boring terminated at 26.5 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with bentonite and cuttings. i g dos ill- 4411. 11 1 of ‘of N Earth Consultants Inc. GneArcimk-alEnglnefts,GcobitIsts &F11YIfOtinlelklltictmasti Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 1 Dwn. GLS 1 Date Jan. 2003 Checked MGM 1 Date 1/21/03 , Plate A7 l a , w F011 I •: •4 Boring Log r Subsurface conditions depicted represent our observations at the time and Ioca ion of this exploratory hole, modified by engineering tests, analysis an j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ninnnofinn nr000nforl nn Shia Inn Project Name: S Sheet of Job No. L Logged by: S Start Date: C Completion Date: B Boring No.: Drilling Contactor: D Drilling Method: S Sampling Method: Ground Surface Elevation: H Hole Completion: General W W B No. G Graphic Symbol Depth Ft. Sample logwAs sosn Surface Conditions: s � •�i�i� S SM B Brown silty SAND, loose, moist to wet Fill 5 M ML B Blue gray SILT with sand, loose, wet (Fill) = - - ���� M ML B Blue gray SILT, very loose to loose, moist to wet (Fill) = - ML D Dark gray sandy SILT, loose, wet (Fill) - 18 a Boring Log nt our observations at the time and location of this edloratory hole, modified by engineering tests, analysis and Subsurface conditions depicted j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nlnnnioflnn n oonnforl ..n $hlc tew Project Name: I N S I uilding Sheet of 2 3 Job No. 2579-44 Logged by: MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: B-203 Drilling Contactor Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±98' Hole Completion: LI Monitoring Well LI Piezometer E4 Abandoned, sealed with bentonite Gene Not W (%) No. Blows R. iogwAS olydeio Depth Ft. Sample USCS Symbol i ! 1 5 12 10 31 ♦��������♦ a....o:. : o: <a: eo...o; b;.:e: .aa..o:_a.o:..:o._ao.,o _ a0 SM Dark gray to black silty SAND, loose, moist to wet (Fill) -trace glass and brick debris 21 22 23 SM Brown silty fine SAND, loose to medium dense, moist to wet -becomes wet, light seepage at 25' -becomes medium dense, moist 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 SP-SM Grades to brown poorly graded SAND with silt, loose to medium dense, moist -becomes dense, wet to saturated -light seepage at 35.5' i dA 1 /01- 4411■ 111: II viql) Earth Consultants Inc. 1 Al p i l in vi crxxrcimic-dt rnsinm.6. Grolosism & Environmental Scientifi Boring Log INS Building Tukwila, Washington i Proj. No. 2579-44 1 Dwn. GLS 1 Date Jan. 2003 Checked MGM I Date 1/21/03 I Plate A9 rAk ■ • Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and l udgrnent. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrrnofirws nnaconforl n thk len 5,1t1 't0.4 • . . • . r 11— CC 2 6 0 0 U) 0 W MI I _I 1— (0 u_ 0 < 0 w Z 1-0 Z I— W w to O — O I— W u i 0 r - 11- 0 0 1- z Project Name: INS Building Sheet of 3 3 Job No. 2579-44 Logged by: MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: B -203 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±98' Hole Completion: ❑ Monitoring Well ❑ Piiezometer E1 Abandoned, sealed with bentonite General Notes W ( %) No. Blows t. Graphic Symbol Depth Ft. Sample USCS Symbol 40 58 54 , C a- : . a o �� T a _.. ♦ a_ ^ a . no . te �� SP -SM Brown poorly graded SAND with silt, dense, moist - becomes very dense -3" interbed of silt -2" silt interbed 41 42 43 44 45 47 48 49 50 51 — Boring terminated at 51.5 feet below existing grade. Perched groundwater seepage encountered at 25.0 & 35.5 feet during drilling. Boring backfilled with bentonite and cuttings. i 1 I 'P. , 11 ( � � it{/ 0 44IV ` i . ij ' j fit! \la Earth Consultants Inc. GrONed ,ttiic�i F„gnz;.Gr- gists & Envimiwitnrol Scit„Is; Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 ' Dwn. GLS I Date Jan. 2003 Checked MGM I Date 1/21/03 1 Plate A10 Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgment. ^ nt They are not neecessari representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of j ^ Project Name: INS Building Sheet of 1 3 Job No. 2579 -44 Logged by: MGM Start Date: 1/15/03 Completion Date: 1/15/03 Boring No.: 6-204 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±88' Hole Completion: ❑ Monitoring Well ❑ Piezometer f7 Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: • i 6 6 ■• � ������ SM Brown silty SAND with gravel, loose to medium dense, moist (Fill) - becomes blue gray, loose - becomes wet -trace wood and glass debris - becomes moist to wet -trace wood debris - contains pockets of silt ■ .• ! 2 • — ■ � • � . 1 • ! 3 — •��! 4 — �� �i i i! , I ) 1 • • ■ 0 • ' • ■ ���j1 10 ����7 ♦ ♦ • ►��. . 11 ) ��� I ► ��� � • • � � �! 12 • ����! 13 • ■ 0 • • ! 14 ,������ 15 • ����. 16 ► ) • 4 17 � • ! 1 • • • %. 18 i +i 19 • — - — ML Blue gray sandy SILT, loose, moist (Fill) -trace wood debris - contains ravel — F 1 , ,do►• . , uy, II`` ,/+ ij Olil Earth Consultants Inc. wo l f N , iOf Nay c,t duitrdiF„gl„ ,,;. 1,,:; &F�,V,, 1111e1,,.,1 ,c„1hI, Boring Log INS Building Tukwila, Washington Proi. No. 2579 -44 I Dwn. GLS I Date Jan. 2003 Checked MGM I Date 1/21/03 I Plate All Asa •en Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nfnnnollnn nraennfael no fhio IM S4ndLE: *'Sw4ti Project Name: INS Building Sheet of 2 3 Job No. 2579 -44 Logged by: MGM Start Date: 1 /15/03 Completion Date: 1 /15/03 Boring No.: B -204 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±88' Hole Completion: ❑ Monitoring Well ❑ Piiezometer El Abandoned, sealed with bentonite General Note W (%) No. ws BFt. Graphic Symbol Depth Ft. Sample logwths sosn i I i i 8 21 26 • •• � • o ����� I1 %4 i ► i • i ► •♦ ►• • ���� o 1 AI 411. SM Greenish gray silty SAND, loose, moist (Fill) -trace gravel - becomes brown -metal debris in cuttings 21 22 — 23 — 24 25 SM Brown silty SAND with gravel, loose, moist (Possible Fill) - mottled - contains pockets of silt 26 27 28 29 30 31 32 33 34 35 36 37 38 39 — — SM Brown silty fine SAND, medium dense, moist to wet SP -SM Brown poorly graded SAND with silt, medium dense, moist i f , /A1• M. 44IV (li At r r 1iv ilil Earth Consultants Inc. Gtoirtcluik Engioncin, GroiNists &FJ WrtnnnxntalSelf:Mists Boring Log INS Building Tukwila, Washington i Proj. No. 2579 -44 Dwn. GLS I Date Jan. 2003 Checked MGM I Date 1/21/03 I Plate Al2 v-J Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nkvmolinn n►aconlorl nn Shia Inn ,x� Project Name: INS Building Sheet of 3 3 Job No. 2579-44 Logged by: MGM Start Date: 1/15/03 Completion Date: 1/15/03 Boring No.: B-204 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±88' Hole Completion: LI Monitoring Well D Piezorneter gi Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol 1 ■ 31 31 - .:: .:::•.:. .*.p o .45 '....:::'W ,..i.:.ip ,.::..t .7.....; ,,:.:% . • . SP-SM Brown poorly graded SAND with silt, dense, moist -becomes water bearing 41 42 43 44 45 Boring terminated at 46.5 feet below existing grade. Groundwater seepage encountered at 45.0 feet during drilling. Boring backfilled with bentonite and cuttings. ; ■ ilA 1 M. 411V t i l i lif v ilii Earth Consultants 0 (10, ‘‘" 1 'w GrAfed mica! EzigInems, Gttoioststs & Environment Scirmtlsis Inc. . Boring Log NS Building Tukwila, Washington i i Proj. No. 2579-44 I Dwn. GLS I Date Jan. 2003 Checked MGM I Date 1/21/03 I Plate A13 1 (AM OVA Woo Boring Log esent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgment. They are not necessan representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infewmatinn nrocanfori qv" this: WI Subsurface conditions depicted r e 4 • - — • — 4 5496k. te0, T t , Project Name: S Sheet of Job No. L Logged by: S Start Date: C Completion Date: B Boring No.: Drilling Contador: D Drilling Method: S Sampling Method: Ground Surface Elevation: H Hole Completion: General W W B No. G Graphic Symbol aldweg tuck] USCS Symbol Surface Conditions: i • ■ r:f:: • i G GM G Gr a st GRAVEL with sand, dense moist • SM B Blue gray silty SAND with gravel, loose to medium dense, moist 2 — — 4 — — 5 — — — — — — — — — — — / ply B Boring Log � F DA Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfMno4inn nnoeonforl nn fhio kin Project Name: INS Building Sheet of 2 4 Job No. 2579 -44 Logged by: MGM • Start Date: 1/28/03 Completion Date: 1/28/03 Boring No.: 8-205 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±98' Hole Completion: ❑ Monitoring Well ❑ Piezometer F7 Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. Ft. Graphic Symbol Depth Ft. Sample lalwAs sosn i i 38 17 34 ∎ ML Blue gray sandy SILT with gravel, loose, moist (Fill) -trace wood debris $ ) �•���! 21 • 0 .4 22 • ^ • ������ ► .• • 23 — r•��••! 24 • r .V 25 • � • � •� ►��� , ► • • • � • 26 • � � � � � � ►•��� 27 • ► . • ������ 28 ►������� �•�• ■ • fi e • 29 • ML Dark ra to black SILT with sand, dense, moist to wet (Fill) 9 Y ( ) -trace slag and glass debris - difficult drilling due to large debris in fill - metal and brick debris in cuttings — — _— 31 32 33 34 35 37 38 39 SM Brown silty SAND with gravel, medium dense, moist SM Brown silty fine SAND, dense, moist - contains pockets of poorly graded sand 5. /e +� 3 wyf t 0. , i4 h. f Furth Consultants Inc. \ ley w Gcxtteclmlral Enna rat; G nioglsts & EnvIronnlenral SCUIIIbts Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 I Dwn. GLS I Date Feb. 2003 Checked MGM I Date 2/5/03 I Plate Al [ • ''1 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tes s, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnmnof n.monforl inn ,:!a'.:zva8ir;r:YFbaVauxs.+e. +row...•.._.... __ .2 RIT! ?7 Project Name: I N S B uilding Sheet of 3 4 Job No. 2579-44 Logged by: MGM Start Date: 1/28/03 Completion Date: 1/28/03 Boring No.: B-205 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±98' Hole Completion: EIJ Monitoring Well Piezorneter gl Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol aldweg "3d uida0 USCS Symbol , ' , 1 42 41 57 72 0 1 � II. � _ � _ G. � � � � .. .. � .. n ..� n � .. n • � ,. .. n n � nom_ .•:;�>..;.;��.::•:;_� .nC._ � n � n � n� �' �.:� • • • 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 SP-SM Grades to brown poorly graded SAND with silt, dense, moist -contains interbeds of silty fine sand -becomes very dense -becomes gray saturated to water bearing -increase in silt content ■ ; aP I 0. 4411)■ fl iel 016 .10 m o, 1 0, Nlw Earth Consultants Inc. GrAxeclutlail F.nslneemi, Geoingists & linvitntinlental Scientists Boring Log INS Building Tukwila, Washington Proj. No. 2579-44 I Dwn. GLS I Date Feb. 2003 Checked MGM I Date 2/5/03 I Plate A16 tAllt Pin t 4 I .14 Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infewrno4lesn nrocanforl etn fide Ian 41*4 ii4414 , • ' Project me: INS Building Sheet of 4 4 Job No. 2579-44 Logged by: MGM Start Date: 1/28/03 Completion Date: 1/28/03 Boring No.: B -205 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±98' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Ni W ( %) No. Blows Ft. Graphic Symbol aldweg '3d yldaa USCS Symbol 3 5 3 45 74/11" 92/11" 88/11" ' , ' O qtl O qd O g0Oq. a' Oq OO q0 9' qtl. 9 q8 3 q. - O ptl O - p0 9 p0V pv v SP -SM Gray poorly graded SAND with silt, dense, water bearing - contains pockets of silty fine sand - becomes very dense - decrease in silt content - heaving sand at 65' 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 Boring terminated at 76.5 feet below existing grade. Groundwater seepage encountered at 55.0 feet during drilling. Boring backfilled with bentonite and cuttings. Borings drilled by Gregory Drilling using a CME 85 truck - mounted drill rig. Soils description at 0 - 20 feet based on cuttings. No sample taken until 20 feet. i iv . Ol 3 ` g $1. 44IV �d Earth Consultants Inc. G ect,,,i�diVn R i"n";. `s''' S.NwIr nm nt iSdtnt`si'' Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 1 Dwn. GLS 1 Date Feb. 2003 Checked MGM 1 Date 2/5/03 1 Plate A17 P+W FNry Boring Log Subsurface conditions depicted represent our observations at the time and location of this exloratory hole, modified by engineering tests, analysis an J udgment. They are not necessari ► representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnnnofinn rw000nfori nn *hie IM R:fw F�r.+xs,+ 512,472MS'ik? P:3p714. iti Proofed Name: INS Building Sheet of 1 5 Job No. 2579 -44 Logged by: MGM Start Date: 1/28/03 Completion Date: 1/29/03 Boring No.: B -206 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±124' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W ( %) No. No. Ft. Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: 9 j SM Dark brown silty SAND with grave, loose, moist 1 2 tI re- i*i 3 ML Gray SILT with sand, loose to medium dense, moist (Fill) - becomes blue gray ► • ► ��� : ►�i�i�i. • o • � ����� . o •� �•�� 9 ►�i��. ■ . • •������ 10 • j 11 • • � • � • 12 • ,•�•*� 13 • ► :••• • 14 • ■ • 16 • 4 A 17 • • '• 18 ► • , • 19 SM Brown silty SAND with gravel, loose to medium dense, moist (Fill) 15 i do' \ ( 111- i11- 41`. Eartn C nsu Gxx rct +nkI hira t Sc ttslflsfs . Boring Log INS Building Tukwila, Washington Pro). No. 2579 -44 I Dwn. GLS , Date Feb. 2003 Checked MGM ( Date 2/5/03 I Plate A18 f Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis an j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nffwmol n omanf rf nn fhie Inn an •,oxv w•++.• a - ,wwfx rcv'p?�>SN,w1. "!C.i yS1iM.Ak4� 1 �i',,.. �..r.�........rrr�i Project Name: INS Building Sheet of 2 5 Job No. 2579 -44 Logged by: MGM Start Date: 1/28/03 Completion Date: 1/29/03 Boring No.: B -206 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±124' Hole Completion: ❑ Monitoring Well ❑ Piezometer Ki Abandoned, sealed with bentonite General Notes W ( %) Blows Ft. Graphic Symbol aidweg y;daa USCS Symbol 3 1 7 ►•••. o •� o ► . ■ . • ��•�•�! o . ++i +i +i •+•� ► • + 4 • ■ ►• . ■ ► ••• . ' • i i i o �i�ii • i i • ■ i • �i + i i �i�i ■ ■ •�i�ii • + ii i +• . ■ • +• +•. ► i +��i! viii. o ■ . • • • • ► • + •• •• •! ��� •i i ii •� + i • •��i ■ •�� � ►• i ii! • + +! + • ii ‘• � ■ �••• SM Brown silty SAND, loose, moist (Fill) -trace gravel - contains pockets of silt 21 23 24 — 25 ML Gray sandy SILT, loose to medium dense, moist (Fill) - difficult drilling from approximately 30' - 34' due to gravel and brick debris in fill -no recovery - becomes dark gray 27 28 29 30 31 34 35 38 . 39 — — — — — — — - i .1 3 .4 M. 444\ (,(01/ (Id/ dO Et o ltts Ic . Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 1 Dwn. GLS 1 Date Feb. 2003 Checked MGM Date 2/5/03 I Plate A19 Boring Log Subsurface conditions depicted represent our observations at the time and location of this egloratory hole, modified by engineering tests, analysis an j udgment Theyar e ^ notneecessari r representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ^ � ^ ey Shia Inn Project Name: INS Building Sheet of 3 5 Job No. 2579 -44 Logged by: MGM Start Date: 1/28/03 Completion Date: 1/29/03 Boring No.: B -206 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±124' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes yy (°/0 No. Blows Ft. IogwiS oNde.,0 Depth Ft. Sample logwAs s3sn 7 7 30 45 � + j • • • • • �•,� • •• • 4 W ,* • a, • % ML . * i i i • • i i .2 i • �.• * •����• ♦ • ML Mottled greenish gray SILT, loose, moist (Fill) -trace gravel 41 42 — 43 -- 44 4 g Dark gray sandy SILT, loose, wet (Possible Fill) - contains small gravel -trace wood debris - pockets of dark brown and black - gravel zone at 47.5 4s 47 48 — — 49 50 51 52 53 55 57 58 59 SM Gray silty SAND, medium dense to dense, moist - becomes saturated, dense 1 ::;::o��p� o:c.: ;: o: o a: - :. Q .o :. _ . n _�� t n "� � n � n���.tr • n -� �•'� SP -SM Brown poorly graded SAND with silt, dense, moist , PI. 1,��, � ��li �( ' �� r `a� �� Earth Consult Inc. : l ey«,k"diFi,&,, �.c , Irotit,K �,11�,�, Boring Log INS Building Tukwila, Washington Prot. No. 2579 -44 Dwn. GLS 1 Date Feb. 2003 Checked MGM ` Date 2/5/03 Plate A20 Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnnnofirvn rwoconforf nn fhic Inn o kM Project Ni : I N S B uilding Sheet of 4 5 Job No. 2579- Logged by: MGM Start Date: 1/28/03 Completion Date: 1/29/03 Boring No.: B-206 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±124' Hole Completion: LI Monitoring Well LI Piezometer E4 Abandoned, sealed with bentonite General Notes W (%) No. Blows FL Graphic Symbol Depth Ft. Sample loqui/s sosn i s i 1 ; 66 53 60 85/11" r .o a .a.o. Q o .o . o ov::.:o• q o u : o q.a. .o.c: .° o Qo a �a a op o :°v v yv v °q : y ;o ;. o . o < o , 0 �_._ ° , .,o . v :: o . ,o., :°.;:''�;; • so : ;:;:,;:: � o , d sr tr SP-SM Brown poorly graded SAND with silt, very dense, moist 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 i i m R .iP' 0 •ilq. OA h Fit 11 Mliff Earth Consultants Inc. GrOtC11111C41 F11011MS. Grt04081SIS & RINI RXIIIIC.11411 SCielltLitS Boring Log INS Building Tukwila, Washington 2 g Proj. No. 2579-44 Dwn. GLS Date Feb. 2003 Checked MGM Date 2/5/03 Plate A21 Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, ana s s and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infewmothvi nrocanfari nn fIdc Inn z 1 1 w 6 O - 0 CO 0 CO 1.11 ujI - J 1— U) uj 0 2 g • < • ci w z I-0 Z F— LU C.) u) 0 -- C) F- LU UJ I 0 2E Uj C.) p: 0 z Project Na me: I N S B uilding Sheet of 5 5 Job No. 2579-44 Logged by: MGM Start Date: 1/28/03 Completion Date: 1/29/03 Boring No.: B-206 Drilling Contactor: Grego Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±124' Hole Completion: Monitoring Well D Piezometer 4 Abandoned, sealed with bentonite Genera Notes W OM No. Blows Ft. Graphic Symbol aldwes y ;dap log-us s sosn i , i ! ) , 92/11" 82 62 84/11" , , . H SP-SM Brown poorly graded SAND with silt, very dense, moist -becomes water bearing -heave in sand at 85' to 90' 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 1 Boring terminated at 96.5 feet below existing grade. Groundwater seepage encountered at 50.0 and 88.0 feet during drilling. Boring backfilled with bentonite and cuttings. NOTE: Soils description at 0 - 40 feet based on cuttings. First sample recovered at 40 feet. i i ; wilf , l • 44k , ( p V. 111 it 0411 \‘0, \WV Earth Consultants Inc. GCOledUlleal FIlOrtellti, GC04061itti tc, finvIrmtirmil Scientist.; Boring Log INS Building Tukwila, Washington ) i Proj. No. 2579-44 I Dwn. GLS I Date Feb. 2003 Checked MGM I Date 2/5/03 1 Plate A22 1„ 0** 2 Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and J They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others Of Ininrmafinn nraconfori nn Oda Inn : V.X .4.'141'44 011 z 1 1— z re 1 6 O 0 (/) W LLII —I F. !2 LL uj 0 g w Z I— 0 Z I— UJLLJ 0 0) 0- 0 I— Ui u j 7E 1— U. 6 ai 0 o z Project Name: INS Building Sheet of 1 2 Job No. 2579 -44 Logged by: MGM Start Date: 1/29/03 Completion Date: 1/29/03 Boring No.: B -207 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±78' Hole Completion: ❑ Monitoring Well ❑ Piezometer Ki Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. IogwAs aNdeis aldwes Id 'Mao Iogwis sosn Surface Conditions: 11 4 50 •�� ���i • o o ������ • � ������ % �i�i�i • • ������� ►•i • • • r.......: o �����: ■ ► '' • 4 • • • %% • • • • • • • • • 1 6 10 11 12 13 14 15 16 17 18 19 SM Brown silty SAND, loose, wet (Fill) ML Gray sandy SILT with gravel, medium dense, moist (Fill) -trace wood debris SM Reddish brown silty SAND, very loose, wet (Fill) -trace gravel SM Brown silty SAND, medium dense, moist to wet - contains pockets of sandy silt and poorly graded sand - becomes dense to very dense -trace small gravel !n ►• pI. iii � oultt I GN,,�nkt- di '„�,i, ,;. ,.,,,&i„„1.,„l�,,„� : �„t�L,t, c Boring Log INS Building Tukwila, Washington Pro). No. 2579 -44 l Dwn. GLS 1 Date Feb. 2003 Checked MGM 1 Date 2/5/03 ( Plate A23 Boring Log Subsurface conditions depicted r nt our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of nfromofinn nr000nfari rv, fhio Iry 't4 Project Name: INS Building Sheet of 2 2 Job No. 2579 -44 Logged by: MGM Start Date: 1/29/03 Completion Date: 1/29/03 Boring No.: B -207 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±78' Hole Completion: ❑ Monitoring Well ❑ Piezometer r.4 Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. Iogw /S olydeJ0 aldweS 'Id y;daa USCS Symbol 3 i a i i U 1 L 45 72 37 >.:. SM Brown silty fine SAND with gravel, dense, moist - mottled - mottled - increase in sand content - pockets of poorly graded sand 21 22 23 24 25 26 27 28 29 31 -- Boring terminated at 31.5 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with bentonite and cuttings. i 3 7 it"' ` ili�il� 1%. AV �� II ft Earth Consultants Inc. �e,,flk -II I i, ,; l'A& DIVIM(1111ental Scientists Boring Log INS Building Tukwila, Washington g Proj. No. 2579 -44 I Dwn. GLS I Date Feb. 2003 Checked MGM I Date 2/5/03 I Plate A24 nvo Vaal Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis a nd judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrmolinn rxaconldi nn Shia Inn Project Name: INS Building Sheet of 1 2 Job No. 2579 -44 Logged by: MGM Start Date: 1/29/03 Completion Date: 1/29/03 Boring No.: B -208 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±88' Hole Completion: ❑ Monitoring Well ❑ Piezometer FA Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. Graphic Symbol aidweS '3d y ;dap USCS Symbol Surface Conditions: 16 80 78/11" 54 • ♦♦ • � • • • t ♦ ����� : w♦ %i ♦�♦ .M. SM Brown silty SAND, loose, moist (Fill) - household debris - carpet -no recovery (possible fill) - becomes medium dense - gravel or debris zone from 6' to 7.5' 1 — 2 — 5 --�— 6 — 7 8 — ML Brown sandy SILT with gravel, very dense, moist - mottled - mottled 10 11 12 13 14 15 16 17 --r 18 19 SM Brown silty SAND with gravel, very dense, moist - mostly small gravel, mottled - pockets of poorly graded sand 7 i/A 3 �il 4 �l, (����'` ih. 441V if ±Gii Earth Consultants Inc. Gccxrct mica! rnglcxrxn Grokcglts& F]lNrtxmxmrtlticlrnu * Boring Log INS Building Tukwila, Washington Proj. No. 2579-44 I Dwn. GLS I Date Feb. 2003 Checked MGM I Date 2/5/03 Plate A25 Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tes s, analysis an j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfrvmnolinn nr000nlorl nn Ihlo Inn Project Name: S Sheet of Job No. L Logged by: S Start Date: C Completion Date: B Boring No.: Drilling Contactor: D Drilling Method: S Sampling Method: Ground Surface Elevation: H Hole Completion: General W W N No. Graphic Symbol aidwes 'Id 43daa Ioqw/s sosn 3 1 I i 3 J 57 2 SM B Brown silty SAND with gravel, very dense, moist 21 23 M ML G Gray sandy SILT, very dense, moist 24 25 - I - Boring terminated at 28.0 feet below existing grade. Groundwater seepage encountered at 21.5 feet during dnlling. Boring backfilled with bentonite and cuttings. Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tes s, analysis an j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ninnnd1M nrocnnforI nn fhla Iry Project Name: INS Building Sheet of 1 1 Job No. 9-44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP -201 Excavation Contactor: NW Excavating Ground Surface Elevation: 76' Notes: General Notes W (%) logw/s olydeJs aidweg "Id 4ldaa USCS Symbol Surface Conditions: Depth of Topsoil & Sod 3 "- 4 ": grass i i i 12.0 6.4 12.7 :: SM Dark brown silty SAND with gravel, very loose, most (Fill) - abundant large metal, asphalt and concrete debris -24.5% fines 1 2 3 — 4 SP -SM Brown poorly graded SAND with silt, loose, moist 5 6 7 8 9 10 11 12 13 15 SP Grades to brown poorly graded SAND, loose to medium dense, moist -trace small gravel - becomes medium dense SP -SM Grades to brown poorly graded SAND with silt, medium dense, moist - contains 1 "- 2" thick interbeds of silt, becomes moist to wet Test pit terminated at 15.5 feet below existing grade. No groundwater encountered during excavation. i ,n�. el ' )i (, „III $h• ,I k'. �, Earth Consultants Inc. /` Gtolectlnk alEnglnrrah .Golog.us & Environmental ticmitIsts Test Pit Log INS Building Tukwila, Washington i Proj. No. 2579 -44 Dwn. GLS I Date Jan. 2003 Checked MGM Date 1/2/03 Plate A27 Test Pit Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and j udgment. They are not necessari ► representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfne nolinn .r 000nlorl nn Ghia Inn 7f{ Project Name: INS Building Sheet of 1 1 Job D. 2579-44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP-202 Excavation Contactor: 1 Excavating Ground Surface Elevation: 92' Notes: General Notes W (%) Graphic Symbol aldwes '3d 43da0 logwAs sosn Surface Conditions: Depth of Topsoil & Sod 2"- 3": sparse grass 1 1 i i , ; 3.3 5.0 SM Dark brown silty SAND, very loose, moist (Fill) -contains abundant organic debris and trace plastic and metal debris 1 2 3 4 SP-SM Brown poorly graded SAND with silt, loose, moist -11.7% fines -becomes medium dense, 2"- 3" interbeds of silt 5 6 7 8 9 10 11 12 13 14 15 16 :0>:.;:Q 0:.:. 0: : :+ Cr'':O Oi : %:p::V SP Grades to brown poorly graded SAND, medium dense, moist Test pit terminated at 16.0 feet below existing grade. No groundwater encountered during excavation. i wrii le PI. 'AliV 001 i 4 , 0 „ . ,iii0 \tor \‘' 4 ( Earth Consultants Inc. Gromlutic Nitticitteass Gcto4oidsts g, EnvIrometual SclentliK Test Pit Log INS Building Tukwila, Washington i Proj. No. 2579-44 I Dwn. GLS 1 Date Jan. 2003 Checked MGM 1 Date 1/2/03 I Plate A28 Test Pit Log Subsurface conditions depicted represent our observations at the time and location of this emloratory hole, modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnrmefinn nroannforl nn thlo Inn „, X 414314sWEA74.4010.S.24 Aif 1,4644014 44044k4 6474430/41' • Project Name: INS Building Sheet of 1 1 Job No. 2579 -44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP -203 Excavation Contactor: NW Excavating Ground Surface Elevation: 91' Notes: General Notes W ( %) Graphic Symbol Depth Ft. Sample uSCS Symbol Surface Conditions: Depth of Topsoil & Sod 2 "- 3 ": sparse grass 1 i i SM Dark brown silty SAND, very loose, most (Fill) - contains construction debris 1 2 3 4 SP -SM Brown poorly graded SAND with silt, loose to medium dense, moist 5 6 Test pit terminated at 6.0 feet below existing grade. No groundwater encountered during excavation. ,dos. `l. -uh∎ ii my ,iiiip I mri , N \* I! Earth Consultants Inc. crows tn�a innsinrcan. G- nin( FI.tiA Test Pit Log INS Building Tukwila, Washington i Proj. No. 2579 -44 I Dwn. GLS I Date Jan. 2003 Checked MGM I Date 1/2/03 1 Plate A29 Test Pit Log Subsurface conditions depicted j udgment. They are not necessari of other times and locations. We cannot accept responsibility for the use or interpretation by others of nhvmalinn nrocontoit nn thin Inn t our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and atat�$ �tHFr'AwwGti:ti Project Name: INS Building Sheet of 1 2 Job No. 2579 -44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP -204 E,a avation Contactor: NW Excavating Ground Surface Elevation: 104' Notes: General Notes W ( %) Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: Depth of Topsoil & Duff 2 "- 4" 1 o 12.2 10.5 •�•• ML Gray SILT, medium dense to dense, moist (Fill) -trace gravel - contact dipping out of slope • • ■ ∎ 1 — •••• . ■••�•� 2 • . • — •••••• ■ ••••• •••••• ■•j•! 4 •••••• — � • ••••�•� • • �• •••• 4 ∎•ii! 7 i • • ••• ∎ 8 ■ •••• ■•••• •••••• 9 ::AI. SM Brown silty SAND with gravel, dense, moist (Fill) - contains large asphalt debris - relatively flat contact — — — 10 11 12 13 14 15 16 17 SM Reddish brown silty SAND, medium dense, moist - contains gravel -24.1% fines — — SM Reddish brown silty SAND with gravel, medium dense to dense, moist . 18 19 do � �� 1411. 3 { a f Earth Consultants Inc. $1 { 1 � i . i 6 � � Gcxtotetmitc Pn¢, . GcoNisis & IiWiro,,,,,e,,.,l,c,",,,l,N Test Pit Log INS Building Tukwila, Washington i Proj. No. 2579 -44 I Dwn. GLS 1 Date Jan. 2003 Checked MGM 1 Date 1/2/03 1 Plate A30 Fa r+w a al • Test Pit Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnnviaWv, nroconforl nn fhic Im 1� Project Name: INS Building Sheet of 2 2 Job No. 2579 -44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP -204 Excavation Contactor: NW Excavating Ground Surface Elevation: 104' Notes: General Notes W (%) mums olydaie Depth Ft. Sample USCS Symbol 9.1 SM Reddish brown silty SAND with gravel, medium dense to dense, moist - interbeds of poorly graded sand - pockets of wet silty sand 21 22 23 Test pit terminated at 23.0 feet below existing grade. No groundwater encountered during excavation. •a' i il- 44 1). � . E arth Consultants Inc. �nh:al Fitglnrc�t; G nk>g t+s& Fnvinxmtrntal5c1, tul : Test Pit Log INS Building Tukwila, Washington Proj. No. 2579 -44 1 Dwn. GLS 1 Date Jan. 2003 Checked MGM I Date 1/2/03 I Plate A31 Nwa Test Pit Log Subsurface conditions depicted j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfrinnolInn nrocnnOnri nn Ohio I,in t our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and �Yl �'i b` Project Name: INS Building Sheet of 1 1 Job No. 2579 -44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP -205 Excavation Contactor: NW E» avating Ground Surface Elevation: 108' Notes: General Notes W (%) Graphic Symbol aidweg '3d 43da° USCS Symbol Surface Conditions: Depth of Topsoil & Duff 2 "- 3" 21.1 30.0 • •���i 0 • 0 . 0 . • j �� j � j ∎ � iii • ������• •�• ���� 4 .4- : •�� ���• • 4k A-4 s 13 14 15 ML Gray SILT, medium dense, moist (Fill) - contains abundant concrete, plastic and miscellaneous household debris ML Gray SILT, medium dense, moist (Fill) - pockets of dark brown organic silt — — SM Reddish brown silty SAND, medium dense, moist (Possible Fill) Test pit terminated at 15.0 feet below odsting grade. No groundwater encountered during excavation. 'pi' X11- 444. 1;; q1 ( G arth C I GX 9 . Isis &Fi It nx "„lL,c,, Test Pit Log INS Building Tukwila, Washington Proj. No. 2579 -44 I Dwn. GLS I Date Jan. 2003 Checked MGM I Date 1/2/03 I Plate A32 f . 0 a Test Pit Log ubsurface conditions depicted r t our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfrwn ofinn nroconfo/1 nn Shia inn , .,_. 46 ..;. .: "4`gtdt " • 1p gt 4 1 1' i Project Name: S Sheet of Job No. L Logged by: D Date: T Test Pit No.: Excavation Contactor: G Ground Surface Elevation: Notes: General W W Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: Depth of Topsoil & Duff 3 "- 4" 3 S a i s J 9 22.6 � � •�1I• S SM B Brown silty SAND with gravel, loose, moist (Fill) ► F!J • • • 3 — — • ■ . 4 — — ��� ���� ML D Dark brown sandy SILT, loose to medium dense, moist (Fill) 'i�i�•�i M o • �i�i� • • s ■ — - — — - GM G Gray silty GRAVEL, loose, moist (Fill) i 1 S SM B Brown silty SAND with gravel, medium dense, moist (Fill) ML R Reddish brown sandy SILT, medium dense, moist to wet SM B Brown silty SAND, medium dense, moist to wet Test pit terminated at 14.0 feet below existing grade. No groundwater encountered during excavation. 14 - w-� a.. Test Pit Log Subsurface conditions depicted judgment. They are not necessari representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ,nfrv,nolinn rrocontorl nn Shia Inn t our observations at the time and location of this exploratory hole modified by engineering tests, analysis a yr Project Name: INS Building Sheet of 1 1 Job No. 2579 -44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP -207 Excavation Contactor: NW Excavating Ground Surface Elevation: 88' Notes: General Notes W ( %) Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: Depth of Topsoil & Duff 3 "- 4" i i D. u 8.3 19.7 • • •• •• • • • �• ML Gray sandy SILT, medium dense, moist (Possible Fill) - highly fractured 1 2 3 — 4 SM Reddish brown silty SAND with gravel, medium dense to dense, moist - contained large 3' x 4' boulder -30.4% fines 5 6 7 8 9 10 11 12 13 14 15 ML Brown SILT, dense, moist - massive - blocky Test pit terminated at 15.5 feet below existing grade. No groundwater encountered during excavation. i 5 2 3 E ,n 0. ' /4I' , Earth Consultants Inc. ccxHrdmlcal Fnghxztt:.G oo 1Ms &Fnvlrt>t ti mini kaaitl: : Test Pit Log INS Building Tukwila, Washington 3 Proj. No. 2579 -44 I Dwn. GLS I Date Jan. 2003 Checked MGM I Date 1/2/03 I Plate A34 1.4.4 Test Pit Log Subsurfaoe conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis an j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of I1fnm Linn nrcacanforl nn fhlC IM rS t� {� "' ispr .f „!4p5ig r.. Project Name: INS Building Sheet of 1 1 Job No. 2579 -44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP -208 Excavation Contactor: NW E) cavating Ground Surface Elevation: 95' Notes: General Notes W ( %) Graphic Symbol Depth Ft. Sample logwAs sosn Surface Conditions: Depth of Topsoil & Duff 3 "- 4" i i i 27.7 ML Mottled brown and gray SILT, medium dense, moist (Possible Colluvium) - highly fractured - appears disturbed -more intact at 3.5' - contains cobbles and boulders -very large boulder along contact 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 ML Dark brown SILT with organics, medium dense, moist (Possible Colluvium) SM Gray silty SAND with gravel, medium dense, wet - contains angular silt clasts Test pit terminated at 17.0 feet below existing grade. No groundwater encountered during excavation. f d' '. i4. AV 3 el i \ \ \P1i 1 1 1 1 \ ff ri; E Earth Consultants Inc. ical Fn5r, ;, Groloptsm F. F„vsroment4,kym, , Test Pit Log INS Building Tukwila, Washington 1 Proj. No. 2579 -44 I Dwn. GLS I Date Jan. 2003 Checked MGM 1 Date 1/2/03 I Plate A35 tafki Test Pit Log j udgment. They are no ions depicted necessari representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnnnolvw, n,ncon /al nn Olio Inn nt our observations at the time and location of this exploratory hole modified by engineering tests, analysis an �uw Project Name: INS Building Sheet of 1 1 Job No. 2579 -44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP -209 Excavation Contactor: NW Excavating Ground Surface Elevation: 82' Notes: General Notes W ( %) Iogw/s alydei Depth Ft. Sample IoquwAS sosn Surface Conditions: Depth of Topsoil & Sod 2 "- 3 ": sparse grass 10.8 � •• • • •:.. . • 4•� *. : . . • • + � .4 ♦t♦ 4.i ;. • i! 1 2 3 4 SM Dark brown silty SAND, loose, moist (Fill) - abundant large blocks of concrete and asphalt -trace wood debris — _ ML Reddish brown SILT, medium dense, moist (Fill) — 5 6 7 8 s 10 11 12 13 14 15 SM Brown silty SAND, medium dense, moist - contains pockets / interbeds of poorly graded sand and silt - buried pipe at 8.5' but appears to be in old trench line ` a. I SP -SM Gray poorly graded SAND with silt and gravel, loose to medium dense, moist — SM Brown silty SAND, medium dense, moist - contains interbeds of silty sand and poorly graded sand 16 SP Brown poorly graded SAND, loose to medium dense, moist Test pit terminated at 16.0 feet below existing grade. No groundwater encountered during excavation. dos q1 � II' ov ifil P 441V Fart h R Consultants Inc. �i`I/ Go Ink-al Fi1 ln,i,i , GeoiNtIsts & F„v1ro,,nenr l Scitt,ll t, Test Pit Log INS Building Tukwila, Washington Proj. No. 2579 -44 I Dwn. GLS I Date Jan. 2003 Checked MGM I Date 1/2/03 I Plate A36 6a/ F tw 004 0 0. a Test Pit Log Subsurface conditions depicted j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnemo / inn nr000niori nn ihic Inn esent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and Project Name: INS Building Sheet of 1 1 Job No. 2579-44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP-210 Derivation Contactor: NW Excavating Ground Surface Elevation: 94' Notes: General Notes W (%) Graphic Symbol albums 'IA 43dea logwis sosn Surface Conditions: Depth of Topsoil & Sod 2"- 3": sparse grass 3 1 q D. 3 La 1 L ii.o :•:•: • • •: + *. •- • • • tit.. 4 * 4 v . ■ • 4 • • • • *,• • . • • • • • • , • • • A....* ML Brown SILT, loose, moist (Fill) 1— 2 — 3 , A 4 SM Reddish brown silty SAND with gravel, medium dense, moist (Fill) — 5 — , . ,. . e .. 6 — SP-SM Brown poorly graded SAND with silt, medium dense, moist Test pit terminated at 7.0 feet below existing grade. No groundwater encountered during excavation. i 3 , /PI' gw 44h. %A r oo liji \wii \ itu ViW Earth Consultants Inc. Goatecluilcal Fnglattess, GcologIsts & EnvIrotimented Scittlt6oi Test Pit Log INS Building Tukwila, Washington 2 Pro. No. 2579-44 I Dwn. GLS I Date Jan. 2003 Checked MGM I - Date 1/2/03 — " • ' " . Plate A37 " — Fa* Oa% Test Pit Log Subsurface conditions depicted represent our observations at the time and Iocation of this eoratofy , modrlied by engineenng tests, a judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnmichiews nrocanfori nn thic Inn • A:, , 21 44 , z 11— z Lu 0 0 (0 0 W W u 0 2 5 a ur z I- z 111 uj 0 — 0 I— W I— LL. S ." Z w 7*- o z Project Name: INS Building Sheet of 1 1 Job No. 2579 -44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP -211 Excavation Contactor: NW Excavating Ground Surface Elevation: 98' Notes: General Notes W ( %) Graphic Symbol aidwes •}A y;dau IoqwAs s3sn Surface Conditions: Depth of Topsoil & Duff 3 "- 4" � ��•� i � • j! ■ • ■ o •••! ■ ■ • • 4 ► A -*--• ► 4. 4. o • •��4 !�!�!. % %% • ► ► • o • ►i A 00101 1 ML Brown SILT with sand and gravel, loose, wet (Fill) — 2 4 t3 9 10 12 — ML Blue gray SILT, medium dense, moist (Fill) - bricks in fill -large blocks of concrete _ SM Brown silty SAND, loose to medium dense, moist (Fill) - concrete, garden hose in fill — SM Brown silty SAND, medium dense, moist, pockets of poorly graded \sand Test pit terminated at 12.0 feet below existing grade. No groundwater encountered during excavation. I ' Ell. AV 0���� � „obi J » Earth Consultants Inc. GcotetlInk Enelnecni, Golost;t. &FitvlmnnKnraltic(rntlM Test Pit Log INS Building Tukwila, Washington Proj. No. 2579 -44 I Dwn. GLS I Date Jan. 2003 Checked MGM I Date 1/2/03 I Plate A38 (4 Test Pit Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and j udgment. They are not neoessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnnnofin• ►roonnfori nn Shia Inn , .i+• YilltiM1t'J: Project Name: S Sheet of Job No. L Logged by: D Date: T Test Pit No.: Excavation Contactor: G Ground Surface Elevation: Notes: General W W Graphic Symbol aidweg . 43dea logwis sosn Surface Conditions: Depth of Topsoil & Sod 2 "- 3 ": sparse grass t 1 ■ t i SM D Dark brown silty SAND, very loose, moist (Fill) 1 2 S SP -SM B Brown poorly graded SAND with silt, loose, moist 3 4 T Test pit terminated at 4.0 feet below eAsting grade. No groundwater encountered during excavation. [ 4 . AV T Test Pit Log Test Pit Log Subsurface conditions depicted r ed j udgment. They are not necessan nfnrmafiiv, rvoconfori nn fhio bvi sen our observations at the time and location of this exploratory hole, modified by engineering tests, analysis an epresentative of other times and locations. We cannot accept responsibility for the use or interpretation by others of 'IAMk�k++9kt 1�YNth�424Y9, - Project Name: International Corporate Campus East Sheet of 1 4 Job No. 2579 -31 Logged by: RAC Start Date: 1/26/01 Completion Date: 1/26/01 Boring No.: B-101 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 128' Hole Completion: ❑ Monitoring Well ❑ Piezometer a Abandoned, sealed with bentonite General Notes W ( %) Bows Ft. Graphic Symbol Depth Ft. Sample logwis sosn Surface Conditions: Gravel Parking Lot 5316" 19 •�•� ■ • •, • ■ • �..♦.♦• • • o • • o• • • - • • • • II' ���' • • SM (Crushed Rock Surface to 6 ") Brown to gray silty fine to medium SAND with gravel, loose, moist to wet (Fill) 5 6 8 9 11 12 13 14 15 19 ML Gray SILT or CLAY, medium dense, wet, medium plasticity (Fill) ►i -• r•7 •�i�i�i ■ , . ■ �i� • 0 ���� . • ■ •� • • ■�� ��� • ■ ■ *: 0 .** *jam a ���� • • t r. •� • • ������ • ��� � • 0 • 4 • • — — — 4 0. 44IV i Earth Consultants Inc. ql,;/(1 \d ril l Cc Ood mlail Fnalnemin, Cco3o 1s+& 5nvimnmenralScientists I Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 I Dwn. GLS I Date April 2001 Checked RAC 1 Date 4/10/01 + Plate ,A40 Boring Log f�l YAW Subsurface conditions depicted represent our observations at the time and Ioca Ion of this exploratory hole modified by engineering tests, analysis an j udgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or Interpretation by others of ninrn ofinn rvoonnfurl nn fhio Inn • un7`v`s`6iif 4 'r5tr Project Name: International Corporate Campus East Sheet of 2 4 Job No. 2579 -31 Logged by: RAC Start Date: 1/26/01 Completion Date: 1/26/01 Boring No.: 6-101 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 128' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1 Abandoned, sealed with bentonite General Notes No. Blows Ft. Graphic Symbol Depth Ft. Sample logwiS szsn 20 39 66 •� •�� �• ML Gray SILT, medium dense, moist to wet (Fill) -some slight organics -shelby tube y • _ -gray silty sand, possible fill /native contact •j���j� 21 ■ — • � ������ ■ ■ • • i�i�i� • •��� 23 ■ — o ����� ■ ! . 25 ■ 0 . 26 • 4 27 . 28 • . 30 t. 4, 4 — — 31 32 33 34 35 ML Gray SILT, medium dense, moist (Native) SM Brown silty SAND with occasional poorly graded sand interbeds, dense, moist to wet 36 37 38 39 g � ql , �, f Pi (k1 1 i,' i r6�� C . Earth Inc c, mica! PnR s c RtwshFnvtmnnxmral rlrnn. Boring Log Campus Intemationai Co orate Cam us East Tukwila, Washington Prof. No. 2579 -31 I Dwn. GLS I Date April 2001 Checked RAC I Date 4/10/01 Plate A41 Subsurface conditions depicted renresent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and _ r✓ r • Uri Boring Log j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others o n /nnnallnn nroconlor) nn fhlo Inn ! k....rh f.... i t.u. ..;. z h „pN,:i4 v • .m4rn5 pt _ Project Name: International Corporate Campus East Sheet of 3 4 Job No. 2579 -31 Logged by: RAC Start Date: 1/26/01 Completion Date: 1/26/01 Boring No.: B -101 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 128' Hole Completion: ❑ Monitoring Well ❑ Piezometer LI Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol i i 45 24 27 50/4" 41 42 43 44 SM Brown silty SAND grading to . brown SILT, dense, moist to wet - possible groundwater seepage 46 47 48 49 so ML Brown silty CLAY with silty sand interbeds, dense, moist to wet, trace organics SM Gray silty SAND grading to plastic SILT /CLAY, dense, wet, with sandy interbeds • 51 52 53 54 55 56 57 58 59 ML Brown SILT /CLAY dense, wet, grading to silty SAND, dense, moist to wet 1 l , n os -, Ili w I/ ( 'ff $ h. 44 ! \` Earth Consultants Inc. G000tcllnlcal Fnglneax, O o10 (Ius & nl nral Sclrnttim Boring Log international Corporate Campus East Tukwila, Washington i Pro). No. 2579 -31 Dwn. GLS I Date April 2001 Checked RAC I Date 4/10/01 I Plate A42 PTO r Boring Log Subsurface conditions depicted represent our observations at the time and loca Ion of this exploratory hole modified by engineering tests, analysis an Mgn r e nt. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nl nreconOead nn Ohio Inn Project Name: S Sheet of Job No. L Logged by: S Start Date: C Completion Date: B Boring No.: Drilling Contactor: D Drilling Method: S Sampling Method: Ground Surface Elevation: H Hole Completion: General F F No. Graphic Symbol dJUW S Uldao USCS Symbol 70/6" 1 11 I 1 I I T 1 1 S SM B Brown /gray silty SAND, very dense, moist to wet Boring terminated at 60.5 feet below existing grade. Groundwater seepage encountered at 40.0 feet during dnlling. Boring backfilled with cuttings and bentonite. ,ifs. fay , 1411. B Boring Log rtall o�. Cm. Boring Log Subsurface conditions depicted represent our observations at the time and loca Ion of this exploratory hole modified by engineering tests, analysts an dgnre They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of /n�rn•flnn nrooenferl nn lhlo Inn J.S �;3rk 4f ,As'a:� �;. �rISe t4f�5+'steri+7E+Nt k`.y. _ ProJed Name: S Sheet of Job No. L Logged by: S Start Date: C Completion Date: B Boring No.: Drilling Contactor: D Drilling Method: S Sampling Method: Ground Surface Elevation: H Hole Completion: General W W B No. G Graphic Symbol aldweS id 43daQ USCS Symbol Surface Conditions: Gravel Parking Lot 54 ■ ■ �� ���4 S SM G Gray black silty SAND with gravel (Fill) • 2 5 6 8 — — 11 ML G Green SILT /SAND, medium dense, moist — — — .1 0 0. 441V B Boring Log VW" nuPilo Boring Log Subsurface conditions depicted represent our observations at the time and Ioca Ion of this exploratory hole modified by engineering tests, analysis an figment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nlnnwetInn nr. ocnf nn Shia Iry .. ua; �ri .;'':�,�'iv�•dl�itivatu�a:`a Projed Name: International Corporate Campus East Sheet of _ 2 4 Job No. 2579 -31 Logged by: RAC Start Date: 1/26/01 Completion Date: 1/26/01 Boring No.: B -102 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Plezometer (:1 Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol aldwes '3J 4ida0 USCS Symbol i . 14 15 �• i o i�ii• ■ . • • �����v. • � ���� 4 ■ • � o i �i�i ��i� ��i�i� • o �� • o ����� • • ���. i�i ■ i 0 �����j ��. • o ����� • • • ►����v • • • • 0 I � • ■ � ���� A ' � ���� ' r� • ML Gray sandy SILT with gravel, medium dense, moist to wet with trace organics (Fill) - shelby tube sampler . -becomes-stiff 24 26 -- 27 — 28 29 3 31 1 32 33 35 37 38 39 — -- — — — — i ,'' ■`. M. 444 , i l �, Earth Consultants Inc. I we/ N lift \ 4v Caxeciinkzfl Fnolnens, Gc:obsLsA h F.nvlmnnxnral Sctrntlsn i Boring Log International Corporate Campus East Tukwila, Washington Pro). No. 2579 -31 I Dwn. GLS Date April 2001 Checked RAC Date 4/10/01 Plate &45 O Boring Log O VA t. Subsurface conditions depicted represent our observations at the time and low ion of this exploratory hole modified by engineering tests, analysis an idgrnent. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of fiwm 4,%n nrGoan4c 4 nn +hlo Inn _ Project Name: International Corporate Campus East Sheet of 3 4 Job No. 2579 -31 Logged by: RAC Start Date: 1/26/01 Completion Date: 1/26/01 Boring No.: 6-102 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well • Piezometer 4 Abandoned, sealed with bentonite General Notes W % ) No ' Blows Ft. I Graphic Symbol id tilde() USCS Symbol i P i i s • 13 54 53/6" 60 SM Gray silty SAND grading to sandy SILT, medium dense, moist with ocassional gravel (Native) - becomes brown silty sand, dense, moist to wet - becomes very dense . 41 42 43 44 -- 46 47 48 49 so 51 52 53 54 55 56 57 58 59 1 ---- 3 3 ,,A1•_ if wrjr I. 444 l+f Earth Consultants Inc. \ � i6 � � GootrctlnfcalPnglnccyaCeoloslsa ;k Environmental tictrntists Boring Log International Corporate Campus East Tukwila, Washington 1 Proi. No. 2579 -31 I Dwn. GLS I Date April 2001 checked RAC I Date 4/10/01 PiateA46 t'ua I :, 4 1 Boring Log Subsurface conditions depicted represent our observations at the time and loca on of this e>q�loratory hole m by en t ests, ana and f udgm ent. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nlnr notion rraomnteri nn thle Inn sanstmems - Project Name; International Corporate Campus East Sheet of 4 4 Job No. 2579 -31 Logged by: RAC Start Date: 1/26/01 Completion Date: 1/26/01 Boring No.: B -102 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: Well ❑ Piezometer with bentonite ■ Monitoring 4 Abandoned, sealed General Notes W ( %) No. Slows Ft. Graphic 1 Symbol aldweg 43daa USCS Symbol 66 1 1 11 ' ML Brown SAND with silt, very dense, damp Boring terminated at 60.5 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with bentonite and cuttings. ,IA • . ` , � I l I+ Earth Consultants Inc. mr ) J ( \W 1 Gtveci mtcal Pripet:tn. Groloilists k Pnvlmnmrnral Sclmtlsts • Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 Dwn. GLS ( Date April 2001 Checked RAC Date 4/10/01 Plate A47 Boring Log PIM Subsurface conditions depicted represent our observations at the time and lose Ion of thls exploratory hole, modified by engineering tests, anatysls an j udgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of nfnr►nrFlnn rvxonlael nn Chic Inn ti ' t,..461 1.:Mqi3 ..ftdo s. • Protect Name: International Corporate Campus East Sheet of 1 1 Job No. 2579 -31 Logged by: RAC Date: 3/8/01 Test Pit No.: TP -101 Excavation Contactor: Schwindt Ground Surface Elevation: 86' Notes: General Notes W ( %) ogws olyde. aldweg y�daa USCS Symbol Surface Conditions: Graded Slope • i i i • . . » s � . ..... • • $$ • • ♦�♦ • SP Gray silty fine to medium SAND with gravel, loose to possibly medium dense, moist (Fill) -some sloughing of fill from 2:1 slope above 1 — 2 .— , 5 — 6 — � ■ SM (Organic layer - Native Surface Horizon) Light brown silty fine to medium SAND with gravel, medium dense, moist to wet - becomes dense, increasing silt content — 8 10 — 11 12 13 14 15 16 ML Light brown SILT, dense, moist - increasing plasticity, hard — 17 Test pit terminated at 17.0 feet below existing grade. No groundwater encountered during excavation. E "I' `a�. ,,,�� f � Il +� \ \ IL! \ ii Earth Co nsultants I Q oiedinIcuI nglnrcys.c o4o 1si &Fnvlr[xmknr,�ISCirritlr;n Test Pit Log Internation Corporate Campus East Tukwila, Washington Prot. No. 2579 -31 f Dwn. GLS Date April 2001 Checked RAC 1 Date 4/10/01 Plate A48 CW Test Pit Log Subsurface conditions depicted represent our observations at the time and Iota ion of this exploratory hole modified by engineering tests, a and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnmmelinn ►vocenfuel nn lhic Inn Project Name: International Corporate Campus East Sheet of 1 1 Job No. 2579-31 Logged by: RAC Date: 3/8/01 Test Pit No.: TP-102 Excavation Contactor: Schwindt Ground Surface Elevation: 92' Notes: General Notes W (%) logwks oNcleio aldwes id yldap INwfs sosn Surface Conditions: • • 1 2 3 4 5 6 SM Brown silty fine to medium SAND with gravel, medium dense to dense, moist (Till) -becomes dense to very dense, moist -becomes light brown to gray, very dense, moist -light seepage -6" standing water in bottom of hole after 90 minutes 7 8 9 10 11 12 Test pit terminated at 12.0 feet below existing grade. Groundwater seepage encountered at 10.0 feet during mavation. 4'is- 04. ,T It, lo \ Earth Consultants Gvx Pngtmcni, Ocobstirs & Nrilmomenral ScitnrIsm Inc Test Pit Log International Corporate Campus East Tukwila, Washington Proj. No. 2579-31 I Dwn. GLS Date April 2001 Checked RAC I Date 4/10/01 Plate A49 Fm* 0 a 0 • o Test Pit Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis an judgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or Interpretation by others of Infewrovatlewl nrocanterl e,n hie Inn • 4-4 - --J — Project Name: International Corporate Campus East Sheet of 1 1 Job No. 2579 -31 Logged by: RAC Date: 3/8/01 Test Pit No.: TP -103 Excavation Contactor: Schwindt Ground Surface Elevation: 86' Notes: General Notes W ( °k) Graphic Symbol aldweS yadap USCS Symbol Surface Conditions: i � � • + + + + +! o o ++ + + +. +� +� +� • • • + + +! • • • • • + + + +! + • • • + + + + +. • • • • • + + + + + +. + + +. • o o • ������ • + + + + ! •i + i i $+�+4 SM Gray to black silty fine to medium SAND, heavy organics, loose, moist (All) - organic layer - sticks and branches - continued fill, silty sand with considerable organics - loose, organics -large concrete fragments, 18 "x18 "x48" - continued gray fill, concrete rubble and organics -12" concrete storm line, possible light seepage, possible contact Test pit terminated at 19.5 feet below e�asting grade Groundwater seepage encountered at 18.0 feet during excavation. 14 18 — — i i /PI'. mg, i4- 44w Earth Consultants Inc. Null 01111 o/ °cored mk-alFngln,mr, Cro4oslms & Fnvl mnmcngil Scl,:nttsts Test Pit Log International Corporate Campus East Tukwila, Washington 3 Proj. No. 2579 -31 Dwn, GLS 1 Date April 2001 Checked RAC Date 4/10/01 Plate A50 Test Pit Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by enginee te analysis an j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrrno }inn nroonnlo,l nn Ohio Ir.n ;s »AYNNtIt Project Name: International Corporate Campus East Sheet of 1 1 Job No. 2579 -31 Logged by: RAC Date: 3/8/01 Test Pit No.: TP -104 Excavation Contactor: Schwindt Ground Surface Elevation: 82' Notes: General Notes W (%{,) i oqwS oiydelp aldweg 7d yidaa USCS Symbol Surface Conditions: s 1 : Lght brown to gray silty fine to medium SAND, loose, moist 1 2 ML Light brown SILT, medium dense to dense, moist (Native) -some gravel interbeds 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 ML Gray SILT and SILT with sand, dense to very dense, moist - - seepage at 10', Tight to moderate seepage - continued gray silt and sandy silt, very dense - increased plasticity, hard 18 Test pit terminated at 18.0 feet below existing grade. Groundwater seepage encountered at 10.0 feet during excavation. i i 3 C J ,,►.. �� mr)/ N liff $ ),. ,p1,, A Earth Consultants Inc. Nt J GrotechnIc EngInceis. Geologists & EnvIrontilenral Scienti Test Pit Log International Corporate Campus East Tukwila, Washington Pro). No. 2579 -31 I Dwn. GLS I Date April 2001 Checked RAC Date 4/10/01 1 Plate A51 Test Pit Log Subsurface conditions depicted represent our observations at the time and loca on of this exploratory hole m odifie d by engineering tests, ana and L odgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of /nrmefinn nrea•nfuf nn We Inn �4" .d- 1're}P44....u Project Name: International Corporate Campus East Sheet of 1 1 Job No. 2579 -31 Logged by: RAC Date: 3/8/01 Test Pit No.: TP -105 Excavation Contactor: Schwindt Ground Surface Elevation: 66' Notes: General Notes Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: - • s i i 1 J 0 1 5 SM • Light brown silty fine medium SAND with gravel, medium dense to dense, moist -very dense - till - difficult digging 99� 9 - continued very dense - till -very dense 1 2 3 4 5 6 7 8 9 10 11 - 12 Test pit terminated at 12.0 feet below existing grade. No groundwater encountered during excavation. i a 3 ,,,►._ 1 writ % I - 44 A, N �r ,� r Earth Consultants Inc. �'d,nlralFnglnms.Gcoklsr &Fnv1ronIn nral5ctrnn.�r; Test Pit Log International Corporate Campus East Tukwila, Washington 3 Proj. No. 2579 -31 Dwn. GLS Date April 2001 Checked RAC Date 4/10/01 Plate A52 Test Pit Log Subsurface conditions depicted represent our observations at the time and loca on of this exploratory hole, m by eng tests, anatysfs and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nlnmmsNnn nr000nlo.- nn H.lo Inn Project Name: International Corporate Campus East Sheet of 1 2 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: B-1 Drilling Contactor: Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer Ki Abandoned, sealed with bentonite General Notes W (96) No. Blows Ft. Graphic Symbol aldweg 7d wclaa USCS Symbol Surface Conditions: 3 u 1s 22.0 14.6 25.3 16.0 15.9 16 15 17 21 o•••• •• �•�•� • •• 4 • ,• • •••• • ■!4!4!4* r • • „ o•�• � . � • • • • •• o o • _ &&4 ►• •••••i •• •• +••• •••• ■ ••• • � • ►iii • • o • o o •∎ ••• SM Brown to black silty fine to medium SAND, medium dense, moist Fill 1 — 3 ML Brown sandy SILT, medium dense, moist (Fill) SM Brown silty fine to medium SAND, medium dense, moist (Fill) 6 7 8 r-- ML Brown sandy SILT, medium dense, moist (Fill) - contains fine gravel 10 11 12 13 14 15 16 17 18 SM Brown silty fine to medium SAND, medium dense, moist to wet (Weathered Glacial Till) - becomes gray and wet, light seepage at 15' - becomes very dense - 9 ,u►'_ ��( 3 ` mo , 0. 444. �i Earth Consultants Inc. N twilit Ccoretct ,nIcalFr) Onemrs, Gcoio ishFnvIronmeml Scitn ?tts . Boring Log International Corporate Campus East Tukwila, Washington i I Pro). No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate wx. fMw Boring Log Subsurface conditions depicted represent our observations at the time and coca on of this exloratory hole moditied by enginee tests, ana a n d j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n /nrmvfinn nrnennfearl nn $4 io Inn :1 �tit'a2 Project Name: International Corporate Campus East Sheet of 2 2 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: B-1 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ■ Monitoring Well ❑ Piezometer K4 Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Io4WAS aidwes 4idaa 1ogw /s s :sn LL =51 PL =25 PI =26 a 9 . 1 9 . 4 19.0 50/5.5" 82/10" 74 SM Gray silty fine to medium SAND, very dense, most (Glacial Till) - contains trace gravel - contains gravel 21 22 23 24 25 26 27 28 -- 29 IJ 30 CH Gray fat CLAY, hard, moist 31 Boring terminated at 31.5 feet below existing grade. Groundwater seepage encountered at 15.0 feet during dulling. Boring backfilled with bentonite and cuttings. NOTE: Elevations estimated from Site Plan by Client. 3 ,aw. OA i». ,44 n, ri/ N ley N\; b Earth Consultants Inc. GrxxeclmlcolFntenm. Cec>k tIsm &FrNmnmenraltide:Mists Miring Log International Corporate Campus East Tukwila, Washington Pro). No. 2579 -31 Own. GLS Date Aug. 2000 Checked RAC 1 Date 8/15/00 Plate A54 '4 Boring Log iludgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of 'f:' ..i ". «• 'f nln�mvNnn nroeonfort nn +hie Inn • w�IFL%4. Protect Name: Intemational Corporate Campus East Sheet of 1 4 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/24/00 • Boring No.: B-2 Drilling Contactor: Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer E.4 Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. Graphic Symbol aldweg '» Wdap USCS Symbol Surface Conditions: . a 7 5 u 16.5 15.9 9.7 9.9 23 84 69 •-• • *4 •-• �H•� N N NH• N H uN • « H SM Brown to black silty fine to medium SAND, medium dense, moist (Fill) .. 2 --- 3 — . SM Brown silty fine SAND, medium dense, moist (Glacial Till) - mottled - medium dense to coarse grained sand with gravel, very dense -iron oxide stained - becomes gray fine grained sand with gravel 6 7 8 9 10 11 12 13 14 15 16 17 18 19 3 A tA'.. O. 'I4 � 1 �,i! Earth Consultants Inc. lralFnsInern.Cmc,kisL lmnmenhiI lrnhxs ( mo l t ( 'vi ! \ r ' J Geowim & Fm Boring Log International Corporate Campus East Tukwila, Washington i g Pro). No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A55 ,W, i M Boring Log Subsurface conditions depicted represent our observations at the time and location of this eloratory hole m by eng tests, ana an udgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of nfnm+ofinn nroeanforl nn lhio I nr. . Project Name: International Corporate Campus East Sheet of 2 4 Job No, 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: B-2 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Ft. Graphic Symbol eldweg yldaa USCS Symbol LL =33 PL =23 PI =10 a 5 5. 3 L 7. 12.7 20.2 19.5 .7 217 38 34 60 SM Gray silty fine SAND, dense, moist (Glacial Till) 21 ML Gray SILT, dense, moist 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 CL Grades to gray lean CLAY, hard, moist very dense — — ,14►•_ , 1 � t0J ( iiif 4% pti 44 ` ��i \o* Earth Consultants Inc. GcoeclmlralFngficc +s.CroloLs* &FnvlmnnxnralSdr1fl S Log International Corporate Campus East Tukwila, Washington 2 S Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A56 Boring Log Subsurface conditions depicted represent our observations at the time and Iota ion of this eploratory hole modified by engineering tests, ana and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nlmmrtafnn nrmnnlnrl nn thin In Project Name: International Corporate Campus East Sheet of 3 4 Job No. 2579 -31 Logged by: VVRJ Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: B-2 Drilling Contactor: Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer F21 Abandoned, sealed with bentonite General Notes W (%) No. Ft. t 2 E g co s a. o ,i E v) USCS Symbol • 3 a 5 1 3 u 7 L 24.1 26.3 - 26.7 26.3 47 23 25 31 ML Gray SILT, dense, moist - becomes medium dense - contains very fine grained sand laminations - becomes dense 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 9 ,a►•. 0. ,�4►�, � ` �ai R ql,,ii,,,, ( iiiiri, 3 Earth Consultants Inc. Cc ar.H,nk-al Fnghxras, Lir, & Fnvlmnn,enrMl k.,rnit�n Boring Log International Corporate Campus East , r p Tukwila, Washington i i Proj. No. 2579 -31 Dwn. GLS 1 Date Aug. 2000 Checked RAC Date 8/15/00 I Plate A57 Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modlried by engineering tests, analysts and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nfnrrnoflnn nra.aanlorl nn Ihla Inn ��iii: ;i�ucC.f�i��'�`a�, ris �•:6���SF:,�' : "N i <i'� ziA;7r?S eSljSFgG �1 Protect Name: International Corporate Campus East Sheet of 4 4 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: B-2 Drilling Contactor: Gregory Drilling Method: ' HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer 0 Abandoned, sealed with bentonite General Notes W j ) N0' Blows Ft. s a ° m E 6 u)i s n w ,1 E o (n `° .n ° ( E D e) p 5 0 1p. d W a 25.1 25.9 22 32 ML , Gray SILT, medium dense, moist - becomes dense 61 62 63 64 65 66 Boring terminated at 66.5 feet below e>asting grade. No groundwater encountered during drilling. Boring backfilled with bentonite and cuttings. 0. 8 14' ». »: 44w �i !� � - � 1i up lid, \a6 Earth Consultants Inc. Cco edinical FngInens, CTolo lam, & FnNmn enral ticlenrlgs Boring Log International Corporate Campus East Tukwila, Washington 2 1 Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 I Plate A58 Boring Log Subsurface conditions depicted represent our observations at the time and coca • ion o this e oratory hole modified by engineenng tests, analyses an j udgment. They are not necessarily representative of other times and locations, We cannot accept responsibility for the use or interpretation by others of nfnrmollnn ...weenier! nn !hie Inn ...•S:.c�kiz:d$ik • Project Name: International Corporate Campus East Sheet of 1 6 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General I No. Blows Ft. r 2 o , 6 U = a n. i o u N U E Surface Conditions: a 0. la a. a 1s.o 30.5 11.1 19.5 8 10 33 � •4 ■ 4 • ii i • ������� • . ■ 4 • • • ) 4 ■ 4 • • �j�� ■ • ■ • . ■ • ' ���' ��• ������ • ■������ ), j���j • ►��• SM Gray silty fine to medium SAND, loose, moist (Fill) . - becomes loose, contains wood debris and organics - contains organics 1 2 4 — 8 — 10 11 .12 13 14 — — — 16 17 18 19 ML Gray SILT, dense, moist - contains trace of fine grained sand 8 A P . it` �, `1 o, A 4411 ov illil lip viw ( Earth Consultants Inc. G o c1 nlcaIFn¢ hie: ras .CnolosUn i4 Fnvinxtnwenmiscienti is Boring Log Intemational Corporate Campus East Tukwila, Washington E g Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A59 d — .J Boring Log Subsurface conditions depicted represent our observations at the time an loca ion of this e oratory ho modified by engilt�tttly tests, analysis an Iudgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of An /nnnalinn nioannln.l nn lhio Inn ■ +''�<t " .✓ , ''u�.c. 7 if� + .' 41J 3r .:.: . .V.r4F: ; d"v.5 {il'ai'il$.i;��i A Project Name: International Corporate Campus East Sheet of 2 6 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer 0 Abandoned, sealed with bentonite General Notes we No. B Ft s r v t a " L in IogwAs sosn 3 a 5 7 7 . L 20.2 19.6 24.3 26.4 55 51 39 21 ML Gray SILT, very dense, moist • - becomes dense - becomes medium dense 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 7 i a 3 di) Is. 0. ,,�►�� ,� +i wo \ le y ' \ v Earth Consultants Inc. CccxrclmkvlFnglnr: cm GcNcKitsr .: & FnNrOnnitil41 Scieni,,gs Boring Log International Corporate Campus East Tukwila, Washington i 1 Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC 1 Date 8/15/00 PiateA60 Boring Log Subsurface conditions depicted represent our observations at the time and Ioca on of this eploratory hole, m by eng tests, analyses a j udgm necessarily ent. They are not nessarily representative o other times and locations. We cannot accept responsibility for the use or Interpretation by others of nlnrnrsfinn nraannforf nn fhic IM Ad' vw?Xs iiel:�u Skti iIBS ;iii N ' °its tit :iCkiiti 3r "l f' . ` W' . Project Name: International Corporate Campus East Sheet of 3 6 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor. Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer M Abandoned, sealed with bentonite General Notes W (16) No. Blows Ft. Graphic Symbol Depth Ft. Sample logw/s sosn • a 5 7 d 7 L 27.8 26.5 25.9 26.3 17 23 24 21 ML Gray SILT, medium dense, moist . _ 41 42 43 44 46 47 48 49 50 51 52 53 54 55 56 57 58 59 7 411`_1 0. 4/4k 'el to/ i1( ff Earth Consultants Inc. 3 \l \t 6 F� link Fnglnetts, Ocolostscs hFnvlmninenrflticlmal s Boring Log Intemational Co orate Cam us East Tukwila, Washington L g • Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A61 M Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, ana an , j udgment. They are not necessarily representative o other times and locations. We cannot accept responsibility for the use or interpretation by others of nlnmnolinn nr000nlorl nn Ihio Inn _ Project Name: International Corporate Campus East Sheet of 4 6 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor. Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Plezometer 1 Abandoned, sealed with bentonite General Notes W o� ) No. Blows Ft. L n C E g,;,-0 L a ti E u a E c' a o 25.5 26.7 29.7 29.3 24 28 33 37 ML - Gray SILT, medium dense, moist - becomes dense 61 62 63 64 65 66 67 68 69 70 71 72 73 74 / / / / 75 76 n 78 79 CL Grades to gray lean CLAY, hard, moist — 8 1 ,,A► j ��( mo O ;I4 �,j Earth Consultants Inc. N id/ Nvirp �inkal Fnsincto . Ccolo Lus & Fnvlmnmenrai tic tort Boring Log International Corporate Campus East Tukwila, Washington Pro). No. 2579 -31 Own. G Date Aug. 2000 Checked RAC Date 8/15/00 Plate A62 cr.. 1.....-[ ..... . .......JHI...,.. .1....1,4...1 . ..• roo or .,•.....n.,11n..n .,• Flom 1i.r,n •,n.1 Inrnfinn n/ +hie avnlnr-a+nry hnla mnflitlarl hu Pnnin PPrina tests. analysis and Boring Log JUL 1I 1�7W WI H11 \HA IJ U J \ACN 1 c x..76111. VYI VI#O I ♦u\1vl W as ,I IY ul..r. vnv .vw .v, , v. .. n.. ,...f.w. w.v. J ..v.., ...- �...�- - - udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nlmmneHnn nrocanfo.l nn 'hie Inn 2444, sp ta{v ta ut �,y Protect Name: International Corporate Campus East Sheet of 5 .6 Job No. 2579 -31 Logged by: VVRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Plezometer F2 Abandoned, sealed with bentonite General Notes W J'A) No. Blows Ft. a -6, ,� EE C 7 cn . . o . o LL v .B ? E rn LL =33 PL =24 PI =11 a 0 G Iii 26.4 35.2 30.1 7.9 30 26 38 50/6" CL Gray lean CLAY, very stiff to hard, moist - becomes very stiff - contains sand interbeds - becomes hard - containing silty sand layer 81 82 83 84 — 85 86 87 — 88 89 91 92 93 — — 95 96 97 98 99 SM Grades to brown silty SAND, very dense, moist $ J ,,,►._ it` �� woi O 44IV m oilli Earth Consultants Inc. N Ieff v w °co'thn Iasi Fnglnrtia.Cro10 sts & Envi =mental ScienrIgs Boring Log International Corporate Campus East Tukwila, Washington a S Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC f Date 8/15/00 I Plate A63 Pal h Boring Log Subsurface conditions depicted represent our observations at the time and Iota on of this exloratory ho modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfeirmatinrs nrxnnlal nn fhio I..n 4.4 t�'`;k;tl!:�C'su'`.�„��.ia`J, Project Name: International Corporate Campus East Sheet of 6 6 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W ( %) Bows Ft. Graphic Symbol aldwes '3d 43da0 logwAs sosn i 9 u ° SP -SM Gray poorly graded SAND with silt, very dense, water bearing - medium grained sand 101 ^ Boring terminated at 101.5 feet below e)dsting grade. Groundwater seepage encountered at 100.0 feet during dnlling. Boring backfilled with bentonite and cuttings. 7 dP ■ oh. ' 4 `�i 3 wi' t' v I ! \ FF/ 1 Earth Cosultants Inc. C O d nIcal Fnghxcas. G-olosl & Fx lnxinxenral ticirnKgs Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 I Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 1 Plate 464 Patali Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, anatysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n/nrrnoiinn rvuocniai nn this: Inn �:: i.;'« liy l u;".. iL�c: i': rp, �eiY .�c1:a.*�:ir. +.,�•.YL. ° ,.... }44i4xdtior' ..` rEr�r.•tR Pr A Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-4 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 120' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. IogwAS oNdeao Depth Ft. Sample iogwXs sosn Surface Conditions: 13.5 10.0 15.5 14.9 18.5 21 18 5 8 s • ! J I : 4 ►� �—•'• ������ ►iii o •� o ������ o � ����• � o A � � � � � � 4 ���� • ► • • � •� • o ����� o • . ►AAA ►� v •-� � ► ■ A ■ — g ► '��•i . ..4 # ���� ►�����v. o• 4. • 4 ►i -1 ► ••. • • .4, o �� ►* .•-• ► i i. ∎• .4, o 1 2 3 4 8 1 0 11 12 13 14 15 17 18 GM Brown silty GRAVEL with sand, medium dense, moist to wet — SM Grades to black silty SAND, medium dense, moist (Fill) -trace brick fragments - contains asphalt, concrete and brick fragments - becomes loose, moist to wet -trace brick ML Gray sandy SILT, loose, wet (Fill) -light seepage at 10' -trace slag tailings — — SM Gray sandy SILT, loose, moist (Possible Fill) -trace small gravel — — d'''' � � 14► 16 + a 1J / nc Earth Consultants I G dnIalPnglne: eas .G�bgists &FnvlronmentalScientists Boring Log International Corporate Campus East Tukwila, Washington ■ Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A65 o. Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis an ii dpm ent. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of Inrmoftnn rvncunf ul nn fhto Inn +7�riA tRes� :rr.�nx+rn±�w�t+.•wren �:tN�,ssP - - - t4.�i.A' -W41*. tf ,.. gieltreAlraiik'".fCiVestair" , Project Name: International Corporate Campus East Sheet of 2 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B -4 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 120' Hole Completion: ❑ Monitoring Well ❑ Plezometer 4 Abandoned, sealed with bentonite General Notes No. Blows Ft. - Ialwms olydeJO aidwes y�daQ Ioqwks sosn 24.1 13.2 9.0 8.6 12.0 10 19 15 35 80 c �C � 00 • M ♦H 21 22 23 24 25 26 27 28 29 30 31 32 33 34 CL Grades to brown lean CLAY, medium stiff, wet (Possible Fill) ML Brown SILT with sand, loose to medium dense, moist (Possible Fill) -2" sand interbeds -trace gravel - mottled, wet — ML Brown sandy SILT with gravel, medium dense, most SM Grades to brown silty fine SAND, medium dense, moist -trace interbeds of poorly graded sand -26% fines -trace gravel, becomes dense -still pockets of poorly graded sand 35 36 37 38 39 ML Grades to brown sandy SILT, very dense, moist -trace gravel -trace sand interbeds . i +►�. 41;) 4/1( ���/' � „�'� Earth Consultants I nc. c« ,ren ml ra l Fn glnc cxi: Gal o¢I SA & Fnvlmn,n nr,tl 5clrnn,n Boring Log International Corporate Campus East Tukwila Washington Pro). No. 2579 -31 Dwn. GLS l Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A66 IYPAI w. 5 2 0. 2 Boring Log Subsurface conditions depicted represent our observations at the time and loca ion of this exioratory hole, modified by engineering tests, analysis and ngE gment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of ofinn nrecenlul nn fhlc Inn tir pst. G33A! 46 6; V.4 . Projed Name: International Corporate Campus East Sheet of 3 3 Job No. 2579 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-4 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 120' Hole Completion: 0 Monitoring Well Plezometer E4 Abandoned, sealed with bentonite General Notes W (90 No. Blows Ft. logwis olydaJ aldwes q dac Iogw sDsn ■ i 5.5 4.9 5.7 59 56 48 ` D p.6 ab a., • • • 41 42 43 44 as as 47 48 49 50 51 SP-SM Grades to brown poorly graded SAND with silt, very dense, most -becomes dense Boring terminated at 51.5 feet below existing grade. Groundwater seepage encountered at 10.0 feet below wasting grade. Boring backfilled with bentonite and cuttings. P , I4 I pl wyh O International ji ( \l it, v i i ii Coowtinlail Fnilloms, CcologIsts & Fnvirminetiral Scientists Boring Log Corporate Campus East Tukwila, Washington i Prol. No. 2579-31 1 Dwn. GLS 1 Date Aug. 2000 Checked RAC - - I Date 8/15/00 --- •- " " " ( Plate A67 " ' 1 •i r001 t • Boring Log Subsurface conditions depicted represent our observations at the time and oca on or s exp1oratory tiole modifled by englneeflng ests, analysis a no gr nt. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nri ntr000nforl thle In f. _Project Name: International Corporate Campus East Sheet of 1 4 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-5 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 125' Hole Completion: ❑ Monitoring Well ❑ Piezometer EN Abandoned, sealed with bentonite General Notes ie No. Blows Ft. IogwIS oNdelo aidweS '3d LOKI IoqwRS s3sn Surface Conditions: L 18.4 25.0 26.7 30.1 18.0 6 3 4 5 3 . SM Brown silty SAND with gravel, loose, moist (Fill) ♦H ♦H . •,�• . ii X>Cy Mt .�~ N N N 8 N 1 2 3 ML Brown SILT, loose, most (Fill) -trace brick fragments (small) - becomes very loose -trace brick, plastic 5 — 7 — s ML Mottled brown and gray SILT, very loose to loose, moist (Possible Colluvium) - contains roots - comprised of angular silt fragments in fine grained sandy silt matrix - becomes loose -trace organics (wood) - becomes very loose 10 11 12 13 14 15 16 17 18 19 dl Or 444 F), If r ` „ 5 �( I 4 ( ' . l Earth Consultants Inc. Grad,mlCatFnitinerat;.CA -Ani se: & EnvImnmenral Scientists Boring Log International Corporate Campus East Tukwila, Washington i 1 Proj. No. 2579 -31 I Dwn. GLS 1 Date Aug. 2000 Checked RAC Date 8/15/00 Plate A68 * eve fria 1 6 Boring Log Subsurface conditions depicted represent our observations at the time an loca o th is explora hole m odified by engineering tests, analysis and I udgrnent. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nfnnnaflnn nrocon taro nn fhie Inn tksemw V.! h . Projed Name: International Corporate Campus East Sheet of 2 4 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-5 Drilling Contactor: Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 125' Hole Completion: ❑ Monitoring Well ❑ Piezometer Abandoned, sealed with bentonite General Notes W ( %) No. Blows Graphic Symbol aldwes - id 4ldaa logwAs s3sn LL =29 PL =21 P1 =8 D i / L 24.0 26.5 27.9 23.3 24.7 2 5 3 7 CL Gray lean CLAY, very soft to soft. moist to wet (Possible Colluvium) - comprised of small angular clay fragments in fine grained matrix - becomes medium stiff - becomes soft - contains 3, 1/4" sticks - mottled, trace organics, medium stiff 21 22 23 24 — 25 26 27 — 28 29 30 31 32 33 34 35 36 37 — 38 39 ML Dark brown to black sandy SILT, loose, moist (Possible Colluvium) -trace organics, organic odor D. J do O». ,I44 qiiii ,� l +� (`�'/ \%.9 h Consultants Inc. Ccxx%i alFnsln i s .Crnkotlsrs &FnvlmnnkYttalSdrntlsn Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC 1 Date 8/15/00 I Plate A69 Subsurface conditions depicted reoresent our observations at the time and location of this eadoratory hole, modified by engineering tests, analysis and Boring Log �u d gm ent. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others o n/nrrneHnn nraean/eri nn Fhlo Inn w<a . Project Name: S Sheet of Job No. L Logged by: S Start Date: C Completion Date: B Boring No.: Drilling Contactor: D Drilling Method: S Sampling Method: Ground Surface Elevation: H Hole Completion: General W W N No. Graphic Symbol Depth Ft. Sample IogwAs sosn i 18.3 S 6 4 SM G Grades to greenish gray silty SAND, loose, wet (Possible 41 C 42 - 43 44 ML G Grades top mottled brown SILT, medium dense, wet 46 47 — — - : 5 SM B Brown silty SAND with gravel, dense to very dense, moist as 54 55 S SM G Grades to light brown silty SAND, very dense, moist Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis a J udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nlnrrnoHnn nruconfar4 nn fhlc Inn AV Project Name: International Corporate Campus East Sheet of 4 4 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B.5 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 125' Hole Completion: ❑ Monitoring Well ❑ Piezometer with bentonite 4 Abandoned, sealed General Notes W 06) No. BIF logwAs olydeJE aldwes id 1 41da0 logw /s sosn 5 5 0. D. 4.1 61 SM Light brown silty SAND, very dense, moist 61 Boring terminated at 61.5 feet below existing grade. Groundwater seepage encountered at 40.0 feet during dulling. Boring backfilled with bentonite and cuttings. ,■►•. 01 g , Ew ,1411!• iyv iiiI Earth Consultants Inc. GnorecitnIcal EngInerAS. CeOlostitti RFnvtmnnxnml5drntty: Boring Log International Corporate Campus East Tukwila, Washington 2 1 Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 Plate A7 1 Subsurface oonditlons depided renresent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and , 1 Boring Log iideme They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by o fr,n Hun nrocanlo'1 nn 4hlo Inn 4toiOt'2 4t Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-6 Drilling Contactor: Gregory • Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 105' Hole Completion: ❑ Monitoring Well ❑ Piezometer M Abandoned, sealed with bentonite General Notes W o (%) , � No. L s n Blows m E tit E Ft cj v o iq lo9Wms sosn Surface Conditions: 5 5 D. a I. 10.3 14.1 14.5 15.0 26.8 10 5 SM Brown silty SAND with gravel, loose to medium dense, most ' . 2 -- 3 4-- 5 6 7 5 3 9 10 11 12 13 14 15 ML Brown sandy SILT, loose, moist - contains gravel - becomes dark brown, wry loose 14 16 17 18 19 ML Mottled brown SILT, medium dense, moist ' "i ,1A► 0: 44V k �1( n, f Earth Consultants Inc. 8 10/ % vi NurF/ Gear.ti Ink FnsinMS,Ccn4o 1ss & FnNmnnxenral5clrnittir., Boring Log International Corporate Campus East Tukwila, Washington 2 2 Proj. No. 2579 -31 I Own. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A72 Boring Log Subsurface conditions depicted represent our observations at the time and iota on of this exploratory hole m by eng tests, analyses and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ,n /nrroolInn nvoaonlorl nn fhia Inn r-ca�.5yn iCs - Project Name: International Corporate Campus East Sheet of 2 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-6 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 105' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1 Abandoned, sealed with bentonite General Notes W % ) Bows Ft. a . f E (7 v; a `. 2 a, u . E 0 g c $ ( E n r4 LL =39 PL =26 PI =13 $ 5 0 0 a 24.9 25.5 27.2 25.1 15 23 20 29 ML Mottled brown SILT, medium dense, moist - massive -trace vertical hairline fractures - becomes gray 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 ' 937 /l/ 36 3a 39 CL Grades to gray lean CLAY, very stiff, moist trace fine sand laminations dipping at approximately 15 -20 -trace e degrees — /P A. AV R i oi 8 \6111. 0 Null viw J Earth Consultants Inc. Ccootchniral Fnglfl 1 b, Ccolosti*, &FnNmnnxnralScinnil n Boring Log International Corporate Campus East Tukwila, Washington 1 Proj. No. 2579 -31 1 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A73 sand WWI Boring Log Subsurface conditions depict ed represent our observations at the •t ime and Coca on o thise o , analys( j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nlnrmafinn nroeenforl nn }hie Inn - Project Name: International Corporate Campus East Sheet of 3 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-6 Drilling Contactor. Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 105' Hole Completion: ❑ Monitoring Well ❑ Piezometer g1 Abandoned, sealed with bentonite Notes General % No. Blows Ft. s m J 6 ., a u. 8 O cn u) N E D cn LL =49 PL =24 PI =25 $ a 0 0. u, a. 28.2 24.6 25.9 3.2 29 41 CL Gray lean CLAY, very stiff, moist - massive, trace fractures - becomes hard -trace pockets of wet sand -trace vertical fractures, slickensides along fractures - becomes dark brown at 46', trace gravel 41 42 43 44 — 47 — 48 49 50 51 52 53 54 55 56 ML Grades to gray SILT, dense, moist to wet - massive SM Grades to Tight brown silty fine SAND, very dense, moist -1/8" thick silt interbeds Boring terminated at 56.5 feet below existing grade. Groundwater seepage encountered at 45.0 feet during dnlling. Boring backfilled with bentonite and cuttings. g dA►' 0. 441V 10( ft 1 iji J Earth Consultants Inc. G Om itnIral Fnghxcis. Colo ism F Fnvtmnnwnr�ll Sete:wi Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 1 Plate A74 d Boring Log Subsurface conditions depicted represent our observations at the time an .. oca ion o t his e>�lora hole, modified by engineenng tests, analysis an j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nfnrrnsfinn nroconforl nn Hilo Inn - Project Name: International Corporate Campus East Sheet of 1 2 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-7 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 70' Hole Completion: ❑ Monitoring Well ❑ Piezometer 0 Abandoned, sealed with bentonite General Notes W ( %) Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: 3 a 5 D i u L 15.1 11.9 10.1 10.9 11 28 62 15 78 • SM Dark brown silty SAND with gravel, loose, moist (Fill) • • . • ■ ,, • •� +•4 •���•�� ...4 3 ♦WW4 4 SM Brown silty SAND, medium dense, moist (Weathered Glacial Till) - contains small gravel 6 7 8 9 10 11 12 13 14 SM Brown silty SAND with gravel, very dense, moist (Glacial Till) 15 16 17 18 19 SM Grades to brown sandy SILT with gravel, medium dense, wet (Glacial Till) -no recovery - becomes very dense, moist D. a 3 i . /IP. 04: 44k i, Earth Consultants Inc. w o / \ l,!F \,i rF) G: Mrclin k.alFilglnMti.GroiostgAhFnvlmai nfllticlrnfim Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 Own. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A75 Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysts an j udgment. They are not necessarily representative o other times and locations. We cannot accept responsibility for the use or Interpretation by others of nlnnnelInn nrneanfcil nn 11111e Inn }yr. t a:iiiiio 4. . Project Name: Intemational Corporate Campus East Sheet of 2 2 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: g.-7 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 70' Hole Completion: ❑ Monitoring Well ❑ Piezometer Abandoned, sealed with bentonite General Notes No. Blows Ft. togwbSs atydeIO Depth Ft. Sample logwAs sosn • LL =30 PL =20 PI =10 5 5 3 L 1 9 . 6 9.5 18.7 41 78110" ML Gray sandy SILT with gravel, dense, moist (Glacial Till) -light seepage at 25' - becomes brown, very dense 21 22 23 24 25 26 27 -- 28 29 �/ /7 30 31 CL Grades to gray lean CLAY, hard, moist - massive, trace silt laminations — • Bonng terminated at 31.5 feet below existing grade. Groundwater seepage encountered at 15.0 and 25.0 feet during drilling. Boring backfilled with bentonite and cuttings. 9 ' IA' . Oil ' i ,, l p 44I ff iv jf \,6// Earth Consultants Inc. Ink Fngln, G040 tkiA &Fn lmnnknralticlrnitrl � Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 Own. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate Alb MR one Boring Log Subsurface conditions depicted represent our observations at the time and iota on of this e oratory hole, modified by engin , analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnntie+Inn mnacanlul nn fillo Inn rev :�.uwva�,u _Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B -8 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 92' Hole Completion: ❑ Monitoring Well ❑ Piezometer K4 Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol aldwes Zd U3daa IogwiS s3sn Surface Conditions: i i. 14.8 13.5 18.0 14.9 9.5 9 14 13 9 11 • • • • •• • • • • ►•••••� ► ►•* • �• �•� 4 • ►••••• •••••• �•�• �•� o ii • • • • • 1 •• • ������ o •••i • o •••j • ►•••• ► • ••••• • ►•••• •• ►•j j•• . o . j •• j ►••� o• •ii � ► ►iii ►••••• • • • • • • 1 ■ ► ►••• • 0•••4 ►•••••� ••••••� • �� ►••••• • 4•• 4 ■• •• ►••• ► SM Dark brown silty SAND, loose, moist (Fill) -trace gravel - becomes black - contains organics and sandy silt layers - becomes dark gray, medium dense -trace organic debris -36% fines - becomes loose -trace wood - becomes medium dense -trace brick, painted wood 2 — 3 5 9 10 11 12 13 14 15 16 • 17 . • 18 • — — — — — i ,,,►• $1 l $1‘ . ,/4 i,i c,,o4o I r� � � Eart Consultants Inc. tii `l !Wilms, IU , 14 Environmental Scientists Boring Log International Corporate Campus East International Washington ProJ. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A77 C41 i4► taak t. 4 Boring Log Subsurface oond Lions depicted represent our observations at the time and location of this exploratory ho m by eng tests, ana lysis and � iidpm ent. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of �n►msflnn nrocnnfud nn Shia Inn _Project Name: International Corporate Campus East Sheet of 2 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B -8 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 92' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1 Abandoned, sealed with bentonite General Notes W ( %) No. B Ft aldweS *IA yldaa IogwiS olydei USCS Symbol i 1 i 14.0 14.8 14.1 5.8 7 21 • ML Dark gray sandy SILT, medium dense, moist (Fill) -trace slag, small wood debris -large piece of wood in sampler 21 • • 22 23 — 1Itj 25 'i 26 o �i�i�i • SM Dark brown silty SAND, medium dense, moist (Fill) -trace glass debris (blue) o �i�i� • o � � � � � i 27 ■ ■ . o . 28 — • : 29 • v A • . ► � . 30 . .. � • j • — q 31 32 33 34 35 36 37 38 39 SM Brown silty SAND, loose, moist -trace gravel, trace of wood (red) SM Grades to light brown silty SAND, medium dense, moist - contains small gravel - contains interbeds of poorly graded sand I P►• p►. •i' qa10 Consultant Inc. (IdAi'10Eal vi Gc ofed l linsInrca& Crok gl:: h Envlmnn err l .' enritiA Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 Plate A7 8 Boring Log t our observations at the time and loca on of this exploratory hole, modified by eng tests, analysis an I nt. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of n /nnne+inn nroeenlerl nn HhIe Inn Subsurface conditions depicted re .a: .Project Name: International Corporate Campus East Sheet of 3 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-8 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 92' Hole Completion: . ❑ Monitoring Well ❑ Piezometer with bentonite 4 Abandoned, sealed General Notes W ( %) Bows Ft. IogWAS olydee aidwes '3d yldaa logwAs s3sn • 6.2 26 ' - ? . SP -SM Light brown poorly graded SAND with silt, medium dense, moist 41 Boring terminated at 41.5 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with bentonite and cuttings. do 11. , 141V. + � �� Earth Consultants Inc . 1 ,4 (k,i f \ %1 i i Ot arc ,nlral FnglnMS. , ; & F wlronmenraI Scientism Boring Log International Corporate Campus East Tukwila, Washington Prof. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate . A7 9 411 OAS <.V Mooed a 2 Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis an J udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnnno +Inn nrucon +u+ nn +hie Inn •Projed Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-9 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. loqw/s Depth Ft. Sample IoqwAs sosn Surface Conditions: 12.7 15.3 21.1 24.0 11 9 ■ • � • � • 4 o . . ❖.•! o • �•••••! •••••! � • ••••! • •••••! �• • ••••• • • . • ••••• /•- ... : r • - •'•' . o • � • • � • o . ►iii. o . • �i ••. •iii ��•�•�! o . • •••••1 • �•• �,� � / / / / 3 4 5 6 SM Brown silty SAND, very loose to loose, moist (Fill) - becomes gray - contains abundant glass fragments — — 8 SM Reddish brown silty SAND, medium dense, moist (Possible Fill) -trace gravel -trace wood debris -43% fines 10 11 13 14 OH Dark brown organic SILT, loose, moist 16 SM Gray silty SAND, loose, wet • 17 18 19 ,10'• #). 441). qI (� ��� nsultants Inc. Ccxxrcl mlraIB li 0 t w+kFnvtmrmx�r!ralSclrnN + Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 Plate A80 ,M. 5 0 c� 1 2 Boring Log Subsurface conditions depicted represent our observations at the time and location of this egloratory hole, modified by engineering tests, analysis and i nt. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nlnry fnn mvacnnti:A nn thle Inn Y �r, - Project Name: International Corporate Campus East Sheet of 2 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-9 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer FA Abandoned, sealed with bentonite General Notes W 06) No. Blows Ft. Graphic Symbol Depth Ft. Sample IogwAs sosn LL =15 PL =14 PI =1 28.1 16.9 19.9 28.8 7 1 22 24 21 22 23 24 25 ML Grades to mottled brown SILT with sand, loose, saturated - becomes gray, wry loose, water bearing SM Gray silty SAND, wry loose, water bearing - becomes brown, medium dense -trace gravel -layer of gravel at approximately 31.5' - contains silt laminations 26 27 28 29 30 31 32 33 34 35 36 37 38 39 d ►• f .14►1, wo v/ " t „ F1J Earth Consultants Inc. ox cdinIca! Fi181nit ;.G gts &FnvimmnralScentlus Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A81. Olga 5 n C, 2 Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis an � ud f Egm ent. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nn oflnn nreseonfwl nn fhle Inn _Project Name: International Corporate Campus East Sheet of 3 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-9 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer with bentonite U Abandoned, sealed General Notes W (off) No. Blows Ft. IIoqwS alydeJo Depth Ft. Sample Iogw /s sosn ■ t I 15.6 29 , - a ; �'t p., SP -SM Brown poorly graded SAND with silt, medium dense, water bearing 41 Boring terminated at 41.5 feet below existing grade. Groundwater seepage encountered at 16.0 feet during dnlling. Boring backfilled with bentonite and cuttings. i ,o . -1411■ ��� 0. i i� Earth Consultants Inc. GrowiinlralPnaineran,Crc glsnkFnvlmnnxnmlScienttxs Boring Log International Corporate Campus East Tukwila, Washington 1 Proj. No. 2579 -31 1 Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A82 Boring Log Subsurface conditions depicted represent our observations at the time and location o this exploratory ho m odifi ed by eng tests, analysis and grnent. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nlnwmefinn nroconfo'i nn fhio IM 'Project Name: International Corporate Campus East • Sheet of 1 2 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-10 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Plezometer 4 Abandoned, sealed with bentonite General Notes o� ) No. Blows Ft. " ' 2 E c7 cn s d n re_ m a o a CC Surface Conditions: L I w a 12.6 11.2 10.7 24.2 `' 20 32 64 30 osoc 8 ML Brown sandy SILT with gravel, medium dense, moist (Possible Fill) 2 SM Brown silty SAND with gravel, medium dense, moist (Weathered Glacial Till) • - becomes very dense (Glacial Till) 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 19 ML Mottled brown SILT, medium dense to dense, moist r do'' pl- , `` �, 1 \ �1�, \'/W Earth Consultants Inc. c r�nIcalF„gr,h,� u. ;kF.nvI ,�, ,nri,c,�n Boring Log International Corporate Campus East Tukwila, Washington 2 Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A83 d fall Boring Log Subsurface conditions depicted represent our observations at the time and iocation o this e hole, modified by engineering tests, anarysis an j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nlnnnofinn nracanfoif nn lhio Inn . Project Name: International Corporate Campus East Sheet of 2 2 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-10 Drilling Contactor. Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1 Abandoned, sealed with bentonite General Notes g No. Blows Ft. Graphic Symbol aidweS '1d yndap lo4WAs s3sn LL =46 PL =24 P1=22 • 3 a 3 D. L 29.3 23 24.8 14 24 31 7 / / 4 CL Gray lean CLAY, stiff, moist _ massive 21 -- 24 25 ML Grades to gray SILT, medium dense, moist -6" wet zone 26 27 28 29 30 31 Boring terminated at 31.5 feet below existing grade. Groundwater seepage encountered at 26.0 feet during dnlling. Boring backfilled with bentonite and cuttings. P. 3 ,a•. Oar. AI. � ( �� iA o, N Nliw Earth Consultants Inc. Grm otcymlralPn¢ InMS. Cc : tinhFnvlmrimenralSL7rntln Boring Log International Corporate Campus East Tukwila, Washington g g Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A84 asa Boring Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by enginee tests, ana a udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nlnnno /inn r raconlod nn fkla Inn - Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-11 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 136' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W (96) No. Blows Ft. loges /s olyde�� I eldwes 7d tilde° USCS Symbol Surface Conditions: LL =30 PL =19 P1=11 3 u L 30.1 29.7 30.0 23.2 26.7 1 1 2 3 3 5 ;r k. ■ iji ■ M Brown silty GRAVEL with sand, medium dense, moist (Fill), comprised of angular gravel 1 ML Brown SILT, very loose, most (Possible Fill) 2 — 4 % CL Brown lean CLAY, very soft, moist (Possible Colluvium) - comprised of highly fractured angular clay fragments in silt / clay matrix - massive - becomes soft -trace wood debris - appears disturbed, trace wood debris - appears disturbed, trace gravel, charred wood - becomes blue gray with pockets of brown -no gravel, trace organic stringers 5 s 7 8 9 10 11 12 13 14 15 16 17 18 19 — — — -- 3 pa• 0. ,,4►V, A ,� f Eart Consultants Inc. w1)1(11# dul G ootectmlcal Fnglntsts, Gcrbglsn a Fnvinxmx:nr4l Scientism Boring Log International Corporate Campus East Tukwila, Washington 1 Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A85 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and .-J Boring Log tidgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others o f ,rmoHnn nrucnn$u4 nn f hie Inn -Project Name: International Corporate Campus East Sheet of 2 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-11 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 136' Hole Completion: ❑ Monitoring Well ❑ Piezometer l Abandoned, sealed with bentonite General Notes vv ( %) No. B Ftt. t 2 a 6 r o. n. o • it cil logwAs sosn LL =38 PL =26 PI =12 a 2 3 . 29.8 11.1 24.4 20.7 ,/ 2 . % / - / CL Gray lean CLAY, very soft, moist to wet (Possible Colluvium) becomes dark brown 21 22 •-r2 SM Brown silty SAND with gravel, dense to very dense, moist 24 68 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 45 45 ML Grades to brown SILT, dense, moist - contains vertical laminations, iron oxde staining along laminations -light seepage in sand pocket at 35' - contains 1/4" thick vertical sand laminations -trace gravel LI • di: C40:1 Boring 41 i3 ` o, \% vI ti I/ Earth Consultants Inc. c eem, Geologists hF.nNmnnxntalScientism Log International Corporate Campus East Tukwila, Washington Pro) No. 2579 -31 Dwn. GLS 1 Date Aug. 2000 Checked RAC Date 8/15/00 Plate A86 wait Boring Log Subsurface conditi depicted represent our observations at the time and location o , modified by engineering tests, analysis an J udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n/n►mefinn nrooenfat4 nn fhla Inn fMC!°e6i*/s3kSdM1'2i %M.F"y'� .! }- Ei'�7in�,�: • Project Name: International Corporate Campus East Sheet of 3 3 Job No. 2579-31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-11 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 136' Hole Completion: Monitoring Well D Plezometer (X1 Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. I Graphic Symbol Depth Ft. Sample USCS Symbol i 5 D. i. 12.6 9.0 73/10" 80 , SM Brown silty SAND with gravel, very dense, moist -contains pockets of wet sand • 41 42 43 44 45 46 Boring terminated at 46.0 feet below existing grade. Groundwater seepage encountered at 35.0 feet during dnlling. Boring backfilled with bentonite and cuttings. 9 , i m- h. , I4 k\■ 4 l tie j,10 il ( 3 ww NW \ Earth Consultants Inc. Gco,citnIcal FngIntroi, Grologlits & F.nvImnmenrAl ScirmtiSts Boring Log International Corporate Campus East Tukwila, Washington 1 Proj. No. 2579-31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A Om% Boring Log Subsurface conditions depicted represent our observations e time ana location of s exploratory nole, mocutiea Dy engineering es, judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnrm%fInn nrocanfari vn Stale Inn " Iltgl '40 "IA Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-12 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 130' Hole Completion: ❑ Monitoring Well ❑ Plezometer ® Abandoned, sealed with bentonite General Notes t ) No. Blows Ft a. — L E g c) „ a w ti O to USCS Symbol Surface Conditions: 2.5" of Asphalt LL =34 PL =25 P1=9 s 20.7 19.0 26.9 26.9 26.5 1 3 2 6 2 i"` • • ••• ♦i ••• *• • • ♦♦ • '.& - ML Brown SILT, very loose, moist (Possible Fill) -trace gravel 1 .,. 2 — 3 4 ML Mottled brown SILT, very loose, moist (Possible Colluvium) - mottled, no gravel - contains angular silt fragments in silt matrix -trace organic debris -some massive - becomes blue gray with pockets of greenish gray -trace small gravel • 5 6 7 8 10 11 12 13 14 15 16 17 18 19 s' ,,,1 ►• i I wr N� r �, - p. , v ii iii Earth Consultants Inc nlcalEn Meta). Cx: o4o8Is$ &Fnvlmnnnratyctrntt.�;n \ii`1J O x Boring Log International Corporate Campus East Tukwila, Washington 2 1 Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC 1 Date 8/15/00 Plate A88 Subsurface oonditInns depicted reoresent our observations at the time and location of this exploratory hole. modified by engineering tests, analysis and Boring Log j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others o n/nnnoflnn moconfo/4 nn thlc inn a441:Aivt. ;j v .; :ti.�ttfi',vltferK - Project Name: International Corporate Campus East Sheet of 2 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-12 Drilling Contactor: Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 130' Hole Completion: ❑ Monitoring Well ❑ Plezometer 4 Abandoned, sealed with bentonite General Notes W o �) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol E i i 1 f 3 48.4 15.4 26.7 14.2 2 10 11 13 j / CL -ML Greenish gray lean CLAY, very soft, wet, massive, does not appear disturbed 21 22 ML Dark brown SILT with organics, very loose, moist 23 24 25 26 ML Mottled brown sandy SILT with gravel, very loose to loose - becomes loose to medium dense 27 28 29 30 31 32 33 34 35 36 37 38 39 ML Brown SILT, medium dense, moist - vertical laminations with iron oxide staining - �-- - SM Brown silty SAND with gravel, medium dense, wet -light seepage at 35' ML Brown SILT, medium dense, moist - massive - contains gravel interbeds - contains cobbles _ d ,,n�_ `». ,,4t,, l , E arth Consultants Inc. thi / / (r `‘1w Gotchnl rl Fhglne os. Geologists k Fmlmnnenral Scientists 3 Boring Log International Corporate Campus East Tukwila, Washington i Proj. No. 2579 -31 ( Dwn. GLS Date Aug. 2000 Checked RAC I Date 8/15/00 1 Plate A89 Pa Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering te analysis an j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ninrmoflnn nrncentarl nn fide Inn ,.Si:r�i:rly x:wYN7'�sev4 o4.1 ,, tQ00100.{1'. - Project Name: International Corporate Campus East Sheet of 3 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: 8-12 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 130' Hole Completion: ❑ Monitoring Well ❑ Piezometer with bentonite E4 Abandoned, sealed General Notes W (%) No. Blows Ft. Graphic Symbol Depth FL Sample Iogw /s sosn 16.5 34 ML Brown SILT, dense, wet - vertical laminations, trace gravel at 40.5', sand in tip 41 Boring terminated at 41.5 feet below eiastin9 grade. Groundwater seepage encountered at 35.0 feet during dnllmg. Boring backfilled with bentonite and cuttings. ,n $i . -i4►1, �� � � w i a \% v `h j J Earth Consultants Inc. oc:omchntrsl Pn¢hxcys, Gro o91M & Fnvlmnnxnral Scleiittirs Boring Log International Corporate Campus East Tukwila, Washington Pro). No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A90 Pal ti Boring Log Subsurface conditions depicted esent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis an � udgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or Interpretation by others of nf,wmofinn nr000n4ar4 nn Shia Inn -Project Name: International Corporate Campus East Sheet of 1 4 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-13 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W ( %) Bows Ft. Graphic Symbol Depth Ft. Sample IogwsS sosn Surface Conditions: Gravel Parking Area i i i s 1 f 16.2 25.1 25.5 29.6 31.1 3 2 2 2 2 �' ♦i *• i i♦ • •• • • • :. ♦♦ '• ♦♦ • 1 GM Brown silty GRAVEL, dense, moist (Fill) — 2— 3 4 ML Brown SILT with sand, very loose, moist (Possible Fill) -trace small gravel --- 5 ML Brown SILT, very loose, moist to wet (Possible Colluvium) - comprised of angular silt fragments in silt matrix -trace organic debris - distinct iron oxide staining 6 7 s 9 10 11 12 13 14 15 16 17 18 19 ML Blue gray SILT, very loose, moist to wet, massive ML Brown sandy SILT, very loose, moist - contains organic charred wood -trace small gravel 3 i 1M► . pl. ,i,ik %II l a Earth Consultants Inc. mr )/ \ l i t , \v {w GorxrdinlralFnvrmts,cmol sign & Fnvlmnmenral5clrnttils Boring Log International Corporate Campus East Tukwila, Washington i 1 Pro'. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC Date 8/15/00 I Plate A91 Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, m odifi ed by eng tests, analysis and J udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n/n►mofinn nroounlnrl nn lhla liv, Project Name: International Corporate Campus East Sheet of 2 4 Job No. 2579-31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No,: B-13 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126 Hole Completion: Monitoring Well LI Plezometer i7 Abandoned, sealed with bentonite General Notes W (%) 2 .. Blows a E iL Li. E Ft. g c ) . 0 cmn 1 uScS Symbol 5 it 21.2 13.9 10.0 9.1 SM Blue gray silty SAND with gravel, dense, moist to wet -recovered only small sample 31 21 24 13 25 ML Grades to brown sandy SILT, medium dense, wet -trace small gravel 26 27 28 29 76/10" 76/10" 30 31 32 33 34 SM Grades to silty SAND with gravel, very dense, wet 46 35 36 37 39 SM Brown silty SAND, very dense, moist -trace gravel -thin silt interbeds, becomes dense -34% fines 1161 i ( . 44 18. i hi AO Earth Consultants Inc. 3 w d / N 1 0 1 Milff Gcontd mica! Fnsinttis. Gtfoiogliti h Environmenral Scientlits Boring Log International Corporate Campus East Tukwila, Washington 1 Prot No. 2579-31 I Own. GLS 1 Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A92 FAR Nos Boring Log Subsurface conditions depicted represent our observations a e time ana ioca ion s esorawry nole, Judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of infivrriofirtn nroconfori vn Shia Inn „ if4tVai= .A4 • • Project Name: International Corporate Campus East Sheet of 3 4 Job No. 2579-31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-13 Drilling Conta ctor: Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: El Monitoring Well LI Plezometer gl Abandoned, sealed with bentonite General Notes W ( No. Blows Ft. IogwAs olyde�� aldwes 'id ylde0 IoqwAs sosn LL=56 PL=26 P1=30 10.8 23.9 19.4 27.6 30 73 47 41 42 43 44 46 47 48 49 50 51 52 5.3 4 5 5 5 56 57 sti 59 SM Light brown silty SAND, medium dense to dense, moist -contains silt and poorly graded sand interbed -trace gravel e / d CH Grades to brown fat CLAY, hard, moist (Older Colluvium) -highly fractured, comprised of angular clay fragments in silt / clay matrix -trace gravel -trace pockets of sand -becomes blue gray, massive at 50' - 51' -becomes brown, highly fractured -comprised of angular clay fragments in silt / clay matr some of ix, the fragments contain laminations, others are massive -moderate seepage at 55' ML Brown SILT, dense, moist -contains vertical interbed of saturated, poorly graded sand ' .i Inc Ili ls- fr Earth Cons * w 0 N lof mlw G cicocr.miall PrialneraGeolosims & EnvIronmental Scitrittqs Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579-31 [Own. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A93 • Boring Log nt our observations at the time and location of this exploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of Infnmwfinn nmeanfarl nn *hie Inn Subsurface conditions depicted re • r101-VItf4PrOM1.10, • Project Name: International Corporate Campus East Sheet of 4 4 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: 6-13 Drilling Contactor: Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: Well ❑ Plezometer Abandoned, sealed with bentonite • Monitoring General Notes W (%) No. Blows Ft. Graphic I Symbol Depth Ft. Sample logw /s sosn • i i 7 T 6 . 9 5t I [J t ML Brown sandy SILT with gravel, wry dense, moist st SP -SM Brown poorly graded SAND with silt, wry dense, moist + Boring terminated at 61.5 feet below existing grade. Groundwater seepage encountered at 55.0 feet during dniling. Boring backfilled with bentonite and cuttings. 7 z 3 3 ; v 's. $ , , 1111%. e � Earth Consultants Inc. \l id / N � GerrchnMal FnghKCas,G:041g s & Erwlmolverwal !kit:mists ( Boring Log International Corporate Campus East Tukwila, Washington I Pro). No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A94 Boring Log Subsurface conditions depicted represent our observations at the time and loca Ion of this exploratory hole modified by engineering tests, analysis an grnent. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or Interpretation by others of rn►mmHnn nrocon4nrl nn Fhlo Inn J.ZL.:l.Jii4:1: Project Name: International Corporate Campus East Sheet of 1 1 Job No. 2579 -31 Logged by: RAC Date: 5/15/00 Test Pit No.: TP -1 Excavation Contactor: Client Provided . Ground Surface Elevation: Notes: General Notes W (%) Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: Depth of Topsoil & Duff 6" . 3 a 5 9. u L o 24.3 :: • + + + + ++ • • : + + +� SM Brown silty fine to medium SAND with gravel, loose, moist (Fill) -roots at 2' -some 4" to 6" cobbles 2 — 3 4 SM Light brown to gray silty fine to medium SAND with gravel, medium dense, moist to wet, mottled (Native) 5 6 7 • Test pit terminated at 7.0 feet below existing grade. No groundwater encountered during excavation. t. 3 J ,.. � ,n , t \ ri/ N PI: " / will p \11 Earth Consultants Inc. Cc:cHr.:t tnIralFnalnrcnh.G o4o. &FnNmninmr l:iierulirl Test Pit Log International Corporate Campus East Tukwila, Washington s 0 Proj. No. 2579 -31 Own. GLS I Date Aug. 2000 Checked RAC Date 8/31/00 I Plate A95 rua Palt f u r • 4 • —y I Test Pit Log Subsurface conditions depicted represent our observations at the time and loca on of this exploratory hole modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n /nan•/inn nrucnnful nn Inn Project Name: International Corporate Campus East Sheet of 1 1 Job No. 2579 -31 Logged by: RAC Date: 5/15/00 Test Pit No.: TP -2 Excavation Contactor: Client Provided Ground Surface Elevation: Notes: General Notes W (96) U s 'o a > , m L a . n . a • • m o U 2 j r Surface Conditions: S r, w a. t) 18.0 • • w. * ♦�♦ • • • * • * • • •. *. • • • . . ♦� ♦ 0 . * •• SM Gray silty fine to medium SAND with gravel, loose, moist to wet (Fill) • - becomes wet, trace organic debris, branches - caving, asphalt fragments, branches — 2 — 3 — 4 — SM Brown silty fine to medium .SAND with gravel, medium dense, moist to wet (Native) s Test pit terminated at 7.0 feet below existing grade. No groundwater encountered during enavation. d a ,,fir_ PV 44 g \l l �� `�, Earth Consultants Inc. �i/ \ VI/ \%�j� ` �ylnfcalFnglne: c+ ti .Cw-oingL+n & Fnvlmnnxenralkyrnrl. : Test Pit Log International Corporate Campus East Tukwila, Washington Pro). No. 2579 -31 1 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/31/00 Plate A96 — Subsurface conditions depicted re resent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and INA u,r Test Pit Log judgment. ^ They are not ^ ec representative of other times and locations. We cannot accept responsibility for the use or interpretation by others o 'hie Inn P.roject Name: International Corporate Campus East Sheet of 1 1 Job No. 2579 -31 Logged by: RAC Date: 5/15/00 Test Pit No.: TP -4 Excavation Contactor. Client Provided Ground Surface Elevation: Notes: General Notes W (%b) 1ogwAS on deip aldweg 4ada0 USCS Symbol Surface Conditions: Depth of Topsoil & Duff 18 ": branches a 5 2 . u L 9 • • * • i • . . V.� • • • • � •i • • • 1�1�� •x. ♦t♦ •• AI Al. TPSL Duff and roots to 18" • t SM Gray silty fine to medium SAND with gravel, loose, wet (Fill) - occasional wood debris -large concrete nibbles obstruction 2 3 5 6 _.._ Test pit terminated at 6.5 feet below existing grade. No groundwater encountered during excavation. t iI' . $11, ' I4h C IA n , Earth Consultants Inc. 3 wr i \ v ! \,ir CccMtlintralFngfieNi s.GrobgLum & Et vtmnmenralkymnih Test Pit Log International Corporate Campus East Tukwila, Washington $_ Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/31/00 Plate A97 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and x y • Test Pit Log j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others o n(nrmofinn rvoennfnd nn Ihlc Inn Project Name: International Corporate Campus East Sheet of 1 1 Job No. 2579 -31 Logged by: RAC Date: 5/15/00 Test Pit No.: TP -5 Excavation Contactor: Client Provided Ground Surface Elevation: Notes: General Notes W (%) Graphic Symbol 1 aldwes 'Id wdap USCS Symbol Surface Conditions: Depth of Topsoil & Duff 6" 16.5 38.3 ••� •• •••• •• ••• •••• ••• • ••• �•�• ••ii ♦• • ❖• • ♦• • • ❖ • -•-• SM Light brown silty fine to medium SAND with gravel, loose, moist to wet Fiil (Fill) . - - increasing coarse sand, fill . 1 — 2 — 3 — 4 — ,--- 5 6 ML Gray SILT, medium dense, moist, varved (Native) 7 8 9 — — t Test pit terminated at 9.0 feet below existing grade. No groundwater encountered during excavation. .ul*. oh: 444. �� O ' Niof N Earth Consultants Inc. G (XIt1lnlCaiFngfii$.Cr,Plo * & EnvIronow.nral klrntl,A Test Pit Log International Corporate Campus East Tukwila, Washington . Proj No 2 579 -31 o wn. GLS Date Aug. 2000 Checked RAC Date 8/31/00 Plate 498 Nos F Nlk CM* Test Pit Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysts an j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrmolInn rveconlal nn 'hie Inn F %� Project Name: International Corporate Campus East Sheet of 1 1 Job No. 2579-31 Logged by: RAC Date: 5/15/00 Test Pit No.: TP-6 Excavation Contactor: • Client Provided Ground Surface Elevation: Notes: General Notes W (%) Graphic Symbol aidwes yodaa logo/As s3sn Surface Conditions: Depth of Topsoil & Duff 6" i 5 3 u L 5 SM Light brown silty fine to medium SAND with gravel, loose, moist to wet -becomes medium dense.to dense, till like, near optimum -lightly coarse, mottled i 2 4 5 • 6 Test pit terminated at 6.0 feet below existing grade. No groundwater encountered during excavation. • • 4 i 3 E , ,p) p. 441V. Hi i lii i • 0 010 Earth Consultants Inc. wil/ Niof Nu'w ccoredinicd prionvos.crolopus & Envimmennitscrelnrists ( Test Pit Log International Corporate Campus East Tukwila, Washington Proj. No. 2579-31 I own. GLS i Date Aug. 2000 Checked RAC Date 8/31/00 • Plate A99 • " • (a Test Pit Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified engineering tests, ana ana judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infrirrrvaffrin reracanlad rn +hie Inn • :•••.: - r, '4; t ,‘ 7 %..1 ,-,, ,i , ,, , ; , ;' , i; 7 i,(1.4!, kV:44 irkilW 4.7,1•• • ••• - BORING NO. 101 Logged By AM 8/20/88 ELEV 73' ± Date Graph CS Soil Description Depth Sam (N) Blows Ft. ° ( °W) I ���1 .. *0damp, • �i.� s m Black silty SAND, some medium gravel, medium dense "fill" - 10 - — — 1.5 - - 8/23/88 -L I T I 2 11 11 9 33 29 46 75 6 18 20 12 15 23 20 25 qu =2 .2 5 t s � ... ** ' �����4 . .4 • * 4 * V *� 4 .. !►t t ML Gray sandy SILT, trace clay and gravel, damp to moist , medium dense Pieces of logs coming up in cuttings " f i l l " ;!fi � sm - __gavel s Gray -brown silty SAND, trace fine gravel and wood, moist to damp, medium _ea.l l "- - - - Brown fine SAND, some silt, damp; loose "fi11" ~004. sY4VY.t% 'a* - e•714! 'AKY.\ tem-v. \'lLK\ . ' VttltA r ••:•, • .�'�' I• « , .. „ . . �• • :. sm - -- Sp. SM Brown -gray mottled silty SAND, trace gravel, damp to moist, dense -- - - - -- - - -- Grayish -brown fine SAND, some silt, wet, medium dense to dense Grayish brown fine SAND, some silt, wet, dense - becomes very dense — 20 _ 25 y - _ --30 - - 35 _ :Continued �� ii 1 h ' // /i � Consultants • Earth Inc. Geotechnical Engineering and Geology BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. No2579 -13 I Date Sept' 88 Iate . A100 1 uN� t .';Yti:'lS,OVAtt - Logged Date BORING By AM NO. 101 73 '± ELEV. 8/20/88 Graph CS Soil Description Depth (ft.) Sample (N) Blows Ft ... • • • . l j _ A ►�ii � :... .. Al 1, I . . ti � �u•d Sp SM : Grayish brown fine SAND, some silt, wet,_ 67 23 very dense - if -- 45 Gray to gray -brown fine SAND, wet, very dense - jr_ 70 22 —50 ^�Y nitwwwwor Gray fine silty SAND, wet, very dense iii 91 32 --55 Gray fine to medium SAND, some SILT, _ Z 69 21 very dense - GO - T 91 21 Boring terminated at 64 feet below existing grade. Groundwater encountered at 28 feet during drilling. 3/4" PVC standpipe installed to bottom of boring. Lower 10 feet slotted. Boring backfilled with cuttings and capped with concrete and locking monument. Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis, and Judgement. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of Information presented on this log. BORING LOG { I1 t Earth Consultants Inc. EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Geotechnical Engineering and Geology Proj. No.2579 -13 Date Sept' 88 Plate A101 BORING NO. 1 Logged By AM ELEV 118"± Date 8/20/88 Graph CS Soil Description Depth Sample 1N) Blows Ft. (�W) '•••••• •••... • ►••• •• •• ++• .4 ►•••O•••••• ► • • • • • • • + • * + ► + •O + + ► +. , ►+•.♦ + ► + ••• ►•+•+• +• +•�• ••+!�• ••••• • ► + + ❖ + ♦+++.� . + : ++.+. ►� +� +�••• � • ••••• ••••• + + + + +•+ +••i • + • + -4 :•••••••••• +• 4 NA0‘, �• •• ++ + +• + ++• ••• •• •� • � • � � � • . • �iiiii• ii + iii ►•+.+♦ ► +•+••• + +••, • ►���������+� ►+•+. ► � • • • � • � • � • • ► W •• • • • . • i � 4. •• ••••••4 •+••• +•••.∎ • • ++ • + � . +.+.•4•.• 4 NW410 ••••••• +•.• .+•+•••••.• •• + • + . + • : ?:: r: • sm ML _ - sm - - - " ML . sm sp Black silty SAND, some gravel, trace black glassy material, dry, medium dense fill "fill" Gray -blue sandy SILT, trace wood chunks, moist, medium dense "fill" - - _ - - - Black silty SAND, trace gravel and green fine SAND, moist, medium dense " fill " -- Black sandy SILT trace gravel and organics, damp to moist, loose "fill" Black to brown silty SAND, trace glassy ma terial and wood fragments, damp to moist loose "fill" Tan fine SAND, trace silt, dry to damp, dense _ - - - -- 5 - —10 - - —15 - - - —2 0 - _ _ ---2 5 — -- _ _ I 11 13 14 8 6 7 48 11 19 18 20 20 20 8 Continued r 1 1,• �, Earth Consultants Inc. Geotechnical Engineering and Geology BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON • Proj. No2579 - 13 Date Sept' 88 plate A102 @4 " !14 <i^1 ' -t 3 r t ,?r:r s T,Y { , ov �, ''�4, i!L I BORING NO. 102 Logged By AM 8/20/88 ELEV 118'± Date Graph CS Soil Description Depth Sample (N) Blows Ft. �w * : :;;�:•••-: •• : ' : .,. �f c: • . 'il.. •::.......... •: •*.4% :•:::':v :: ::• ::: "�' •; • •:•• '•: ;c ., • sp sm - - — sm sp Gray fine SAND and .silty SAND ... damp, medium dense - -- — — - - -- — — Brown silty fine SAND with thin silt lenses, moist, dense Gray fine SAND, damp, dense — — — •- 40 — — — - - 45 — _... 50 — --- 55 T 30 31 4 3 _ 53 16 19 8 8 Boring terminated at 59 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with cuttings and bentonite cap. Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis, and Judgement. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of . Information presented on this log. 4 4 Earth II Consultants Inc. Geotechnical Engineering and Geology BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. No.2579 -13] Date Sept' 88 I Plate A103 r 9 �Er'knrkE�x,i�a.fi,4S.;3L�, fA- t�S;:,;A,rYl • kr L. -�' 5; r D 0 0 m �o N m -I v m co co ▪ —I ▪ 2 cn cn G) m c ✓ .__�. _.__.l NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR - THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. oat 0 cc 0 cri 0 cc UI UI a. U. 0 UI ft 2 0 z UI o. 0 u. UI N . ■11■1111. 1.00 ZOO' COO' POO' 900' 800• tO• ZO' CO' 170' 90' 00Z 001. 08 09 09 Op OE OZ 91. 8 V C 9 r T I - Zt o I- I— co PERCENT COARSER BY WEIGHT CD u CD PERCENT FINER BY WEIGHT co 0 0 0 0 0 0 LOO' ZOO' COO' 000' 900' 800' LO' ZO' CO' 170• 90• 80' t• CC z' . a 17* 2 9• 2 w N J 2 ti Z CC 9 8 01 OZ OE 017 09 08 001 00Z 0 0E 1■•■■••■•• UI U. UI 2 LU U. UI < 0 cc 0 C/3 U.1 ..1 CO CO 0 I pro]. No2579-44 Earth Consultants Inc. Centex Engineers, Geologists & Environmental Scientists Drwn. GLS a. —r a t 2 g C) I-- Q . w 02 cn m CD Cf) Cr) GRAIN SIZE ANALYSES International Corporate Campus East Tukwila, Washington Date 1/3/03 Checked RAC Date Jan.2003 Plate B 1 • 441 • 1 ..tittri :41tV ttatplalineVI,PRIp,',01M-rt'o4v/.04.4,11,;■r .; 2 W N N 2 CC C7 COO V00' rn I C) 2 cc w a I N W LL 0 cc W m 2 w I C) 2 2 2 2 W G O LL O w N 0 100' Z00' 900' 800' 10' Z0' CO' 170' 90' 00Z 001 08 09 09 Ob 0£ OZ 91 O8 9 ZL 0 0 N o co PERCENT COARSER BY WEIGHT 0 M 0 N 0 O to 0 O 0 t0 0 N I 0 PERCENT FINER BY WEIGHT Earth Consultants Inc. Geolechnical Engineers, Geologists & Environmental Scientists °r.'. c �..:..' �7 �.". N.«. ,:::':,....:`,:...::..'..y.,,,. ..,...........� ..:,`.�. o co O 0 Q) 0 0 r■ L00' ZOO' £00' V00* 900' 800' 10' Z0' CO' b0' 90' 80' l' CC Z' W b'2 9' Z 8' W L N C,, z Z CD £ b 9 8 01 OZ 0£ 0 09 08 001 O0Z OOE w z LL 0 2 Q D rn 0 W 2 W N cc 0 U w N I 0 U W 1 m 0 0 J W Q CC C7 Cu M N N_ c O a 0 Z 0 H a 0 N w 0 W Cr) .7' N. 0 0 I P ar H H GRAIN SIZE ANALYSES International Corporate Campus East Tukwila, Washington Proj. No2579 -44I Drwn. GLS I Date Jan.20031 Checked RAC I Date 1/3/03 I Plate B2 ( ;,(a1 :11 •. Co J CC W I— L/1 0 CC 0 2 2 z_ W N z a CC Q 0 Q I— (n C.) z CC W a N W W 0 CC W 2 z N W I U z z C7 z_ z W a 0 LL 0 W N N 1.00 ZOO' £00' b00' 900' 800' LO' z o' £0' b0' 90' 0 00Z 001. 08 09 09 0 OE OZ 91. OL 8 9 /c Z /1. 9/ 0/ 1. h /t 1. z Zl 0 0 0 ♦- 0 C, 0 N PERCENT COARSER BY WEIGHT 0 M A • 0 co 0 0 0 ID 0 In 0 0 0 0 0 n 0 PERCENT FINER BY WEIGHT 0 0 0 N 0 0 0 0 1.00 Zoo' COO' 000 900' 800' LO' zo' £0' 00' 90' 80' L' N cc Z' � w £ • � V' 9'Z• 8' w L Z 0 9 8 OL 0z O£ Ob 09 08 001. ooz 00£ w Z_ LL 0 w 2 w N cc O U O 2 N (n W — 0 0 Earth Consultants Inc. Crux chnil .II lin}Iiln rrs (;,h tg SIS t4 linvirnnnx•n1n1 't...IJIisIS Proj. No.2579 -31 Drwn. GLS J 0. J } U.) I Date Aug.2000I Checked RAC I Date 8/15/00 0 Cn 0 rn Cr, In In Cr, cel co 1 Pc O 4 GRAIN SIZE ANALYSES International Corporate Campus East Tukwila, Washington Plate B3 0 1 r ' c armor CD oy ile) 0:!!!) m .-t 0 U) n t H rr cD n N rr t-6 G7 • 0 al • D W N Z w O E b W O m • w 1- rr OQ rr c) O 03 tij w cn rr SIEVE ANALYSIS SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH. U.S. STANDARD 100 90 80 - m m 70 2 -I '11 60 Z m 50 CO 40 E "" ) C) 30 20 10 0 0 O to M I' . . 1 I• r ti J II I I I I IIII I I 1 II III I I 0 0 0 0 0 0 0 0 am t0 V C) N N a_ co N :- r co t vi : ° , t 0 cC CD 0 03 v- r- N M '* 111(.0D 03 0 0 V C) N .- cc? l0 ' M N GRAIN SIZE IN MILLIMETERS 00 to g N O 0 O O p0 0. 0. O 0 r M N '0 O 0 O O r 00 t0 OD t0 O 0 0 ' O O O O 0 O N 0 O COARSE 1 FINE l COARSE 1 MEDIUM l FINE COBBLES E GRAVEL SAND FINES i 0 10 20 30 40 50 60 70 80 90 100 O O KEY 0 0 Boring or Test Pit No. B -9 B -13 B -15 B -16 DEPTH (ft.) 10 35 30 2.5 USCS SM SM SP -SM SM l HYDROMETER ANALYSIS J I GRAIN SIZE IN MM ]] DESCRIPTION Reddish brown silty SAND Brown silty SAND Brown poorly graded SAND with silt and gravel Gray silty SAND Moisture Content ( %) 15.5 LL PL NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Key Boring/ Bst Pit T Depth (ft) Soil Classification USCS L.L. P.L. P I. Natural Water Content • • • 0 4 0 B -5 20 Gray lean CLAY CL 29 21 8 24.0 B -6 20 Brown SILT ML 39 26 13 24.9 B -6 45 Dark brown lean CLAY CL 49 24 25 24.6 B -7 30 Gray lean CLAY CL 20 30 10 18.7 B -9 25 Gray SILT with sand ML 15 14 1 16.9 B -10 20 Gray lean CLAY CL 46 24 22 29.3 OA NO 100 80 x 60 w 0 z 20 0 CL- ML 0 A -Line €0840 20 40 LIQUID LIMIT 60 80 100 Earth Consultants Inc. Geaedvnkal Englnoeis. Geologists & Fnvlr«vnenral Scientists Atterberg Limits Test Data International Corporate Campus East Tukwila, Washington Proj. No.2579 -31 Date Aug . 2000 I Plate B5 "Mg I. Key Boring/ Test Pit Depth (ft) Soil Classification USCS L.L. P.L. P I. Natural Water Content • • • 0 4 B -11 10 Brown lean CLAY CL 30 19 11 23.2 B -11 30 Brown SILT ML 38 26 12 24.4 B -12 15 Blue gray SILT ML 34 25 9 26.5 B -13 50 Blue gray fat CLAY CH 56 26 30 19.4 B -14 40 Dark gray silty CLAY CL -ML 29 22 7 40.9 100 80 x 60 w z 20 0 CL- ML 10 Cr `` — A -Line 20 40 LIQUID LIMIT 60 80 100 Earth Consultants Inc. Geacctr,kal Engineers. Geologists ♦ Envirocimental Scientists Atterberg Limits Test Data International Corporate Campus East Tukwila, Washington Proj. No. 2579 -311 DateAug . 2000 11ate . B6 ■ .. a.vr•,rr 6 Copies Reviewed by: Scott D. Dinkleman, CEG Associate Engineering Geologist DISTRIBUTION E- 2579 -44 Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168 -5121 Attention: Mr. Ralph Hagler Earth Consultants, Inc. MEMO to D03 -060 September 1, 2004 This permit was issued for land altering and "Modular Block" style walls except for one small area which was proposed to be a cast -in -place concrete retaining wall, which was permitted under D03 -075. On November 7, 2003 a revision was submitted for permit D03 -075, to change the cast -in -place section to a "Modular Block" style wall. The revision also included some new walls. On June 17, 2004 a letter of expiration D03 -060 was sent to Stanley Paulus with Sabey. No response was received and D03 -060 was expired on July 5, 2004. Not knowing that the permit was expired, Public Works inspector Greg Villanueva gave final approval to D03 -060. Therefore because of the revision and the final public Works approval, the wall portion of D03 -060 is now attached to D03 -075 and D03 -060 is for land altering. June 17, 2004 Dear Permit Holder: City of Tukwila Department of Community Development Steve Lancaster, Director Stanley Paulus 12201 Tukwila International Boulevard Tukwila, WA 98168 RE: Permit Application No. D03 -060 12500 Tukwila International Boulevard In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the Uniform Building Code and /or Uniform 'Mechanical Code, every permit issued by the Building Official under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: • Call the City Of Tukwila Permit Center at (206) 431 -3670 to arrange for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve a one -time extension up to 180 days. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection or request and receive an extension prior to July 5, 2004, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, d--x-ect:-'—ilae--"PtC-e-z- Stefania Spencer Permit Technician Xc: Permit File No. D03 - 060 Bob Benedicto, Building Official Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206 - 431 -3665 .v.::�:tYY�.�b 91: w. January 5, 2004 City of Tukwila Department of Community Development Steve Lancaster, Director Mr. Ralph Hagler Sabey Construction Inc. 12201 Tukwila International Blvd, 4 Floor Seattle, Washington 98168 -5121 RE: Request for Extension — Permit No. D03 - 060 — DHS Project (Land Altering) Dear Ralph: This letter is in response to your written request for an extension to Permit No. D03 -060. Based on the information received, the City of Tukwila Building Division will be extending you permit to July 5, 2004. Please be advised that this will be the only extension granted for this project and no further notice will be given prior to the expiration date. A new permit and associated fees will be required after the above -noted expiration date. If you should have any questions, please contact our office at (206) 431 -3670. /sks Robert Benedicto Building Official File: Permit No. D03 -060 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431 -3670 • Fax: 206 -431 -3665 TI Steven M. Mullet, Mayor . w ' ai. uGtiaa�:. i�. tdL.:. i+ iil :d ✓iCi+isLnL:.�Lui.11S/ti:s�1� .1'F...t y,W..i1: +31+uG' .. A R C H I T E C T U R E C O N S T R U C T I O N D E V E L O P M E N T 1 S/4BEY CONSTRUCTION Hand delivered December 29, 2003 City of Tukwila ATTN: Bob Benedicto 6300 Southcenter Blvd Tukwila, WA 98188 RE: Permit D03 -060 for Land Altering for Dear Bob: This letter is to request extension for permit D03 -060, this work is being inspected by Earth Consultants, Inc. and is on going. See attached letter from ECI dated Dec 19, 2003. Sincerely, Sabey Construction Inc. a p Hagler Senior VP Development Direct 206/277 -5217 Cell 206/419 -0915 Email RalphH @Sabey.com /-5- 04 ( f� HS project RECENED orrY OF TUKWILA DEC 2 PERMIT CENTER Sabey Construction Inc. 206/281 -4200 main line 12201 Tukwila International Blvd., 4th Floor 206/281 -0920 fax line Seattle, Washington 98168 -5121 www.sabey.com • 12/■23/ 2003 18: 25 Subject: Dear Mr. Leng: 4257460860 Earth Consultants, Inc. ticotryhiTh.iti cuIlinacis R fh)v'ttcxtmrntnl Sck11tists tkxttimtrlico Tr sting & I(3w) / 18Ali() h>.s }xvIktn ServIccs; December 19, 2003 Revised December 23, 2004 Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168 -5121 Attention: Mr. David Leng EARTH CONSULTANTS Ultra Block Wall And Wall Drainage Observations To Date INS Building 12500 Tukwila International Boulevard Tukwila, Washington Permit No. D03 -06O Land Altering At your request, Earth Consultants, Inc. (ECI) is pleased to present this letter addressing our geotechnical services regarding Ultra Block wall and wall drainage observations to date at the subject site. Our geotechnical and construction monitoring services began in June 2003, and include full -time and part -time observation. To date we have provided geotechnical and construction monitoring services for Ultra Block walls " " " "G", "H ", "H-1", and „J" During wall construction, our scope of services included observing bearing soil conditions in wall keyways, verifying drainpipe installation, performing field density tests on reinforced backfill, verifying adequate strength, length, and placement of geogrid reinforcement, verifying adequate drain rock placement, and providing the necessary laboratory tests on representative wall backfill samples. The structural fill placed behind the walls consisted of silty sanri with gravel and sandy silt. Our representatives observed that the fill was placed in thin horizontal lifts. The relative compaction of the fill was determined using a nuclear densometer in general accordance with ASTM Test Designation D -2922 (Nuclear Gauge Method). Our field density tests indicate the reinforced structural fills were adequately compacted. 1805 136th Place N.E., Suite 201, Bellevue, WA 98005 Bellevue (425) 643 -3780 FAX (425) 746.0860 Toll Free (888) 739-6670 PAGE 02/03 Established 1975 E-2579-46 z Q � z • w O 0 (o w J H (" w 0 � a z � zF- LU ILI o U O N o F- wW � � 0 w Z Cl) z . 12/23/2003 18:25 4257460860 Sabey Corporation December 19, 2003 E� Page 2 Revised December 23, 2003 Page 2 z _ z re LI 6 00 N w We trust this letter meets your needs. If you have any questions, or if additional information is a needed, please call. N Z = o � Z ~ o 0 to 0 I-- W UJ H - .. z w U = 0 z We observed the foundation bearing soils for the Ultra Block wall footings, The bearing soils consisted of medium dense to dense silty sand with gravel, sandy silt, and compacted structural fill. In our opinion the Ultra Block walls are adequately supported on native soils or compacted structural fill. Based on our observations, the Ultra Block walls and wall drainage were constructed in accordance with our geotechnical recommendations and the approved plans. Respectfully submitted, EARTH CONSULTANTS, INC. eve T. Swenson Staff Geologist 5TS/RAC/csm 2123 • .7p G 7 ,3 ": 4 ZO'1�. 1 . Raymond A. Coglas, P.E. Manager of Geotechnical Services Earth Consultants. Inc, EARTH CONSULTANTS PAGE 03/03 ,+ >v,iL,.;ikWLCtt+,+r�:(a�� ^k:w'..fi'�:•::i.,Si:Y.:..'•�, December 8, 2003 City of Tukwila Ralph Hagler 12201 Tukwila International Blvd Tukwila, Wa 98168 Department of Community Development Steve Lancaster, Director RE: Permit Application No. D03 -060 12500 Tukwila International Blvd 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 Uniform Building Code and /or Uniform Mechanical Code, every permit issued by the Building Official under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Sincerely, / ✓ Stefania Spencer Permit Technician Xc: Permit File No. D03 -060 Bob Benedicto, Building Official • Call the City Of Tukwila Permit Center at (206) 431 -3670 to arrange for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve a one -time extension up to 180 days. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection or request and receive an extension prior to January 18, 2004, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 w ; ti.' Clr.;{ ��;;: iJaw': jt+: x. :„;�%:n�.ve;:f}�.:r.�53t.'w..': +�.1'ix�nat:tta'rc� • yroieI Pr ct ) " Ip. i Type of irr ion: � . Ad ress: Date Called: 5 (D2 ' b q� c.1-/ ,^ 4/ Special Instructions: I ; C) D Date Wanted: a.m. Requester. P�h a No: l '2D 73v . ' (S7? I Oar - oceD 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 Ell Approved per applicable codes. Corrections required prior to approval. COMMENTS: re ,t? � �4 4 ve / T "S5 � e,'�e l0 "\d... GtirvA C ; -L, w Inspect `Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: x ;t CITY OF TUKWILA INSPECTION RECORD Call for Inspection - 8:30 a.m. to 5:00 p.m. Monday - Friday Building/Mechanical Inspections — 206 - 431 -3670 Planning Inspections — 206 - 431 -3670 Fire Department Inspections — 206 -575 -4407 Public Works Inspections — 206 -433 -0179 PERMIT NUMBER: Land Altering X0- ono When calling for inspections, please state the permit number, project name, site address, type of inspection, date inspection is needed (AM or PM, contact person's name and phone number. NOTE: A reinspection fee may be assessed for each inspection or reinspection when such portion of work for which inspection is called is not complete or when corrections called for are not made. Reinspection fees may be assessed when the inspection record card is not posted or othenvise unavailable on the work site, the approved plans are not readily available to the inspector, for failure to provide access on the date for which inspection is requested, or for deviating from plans requiring the approval of the building official. I SPECIAL INSPECTIONS In addition to the above listed inspections, Special Inspection is required on the types of work checked below: ❑ Piling, piers and caissons ❑ Concrete floor slab ❑ Structural masonry ❑ Bolts in concrete ❑ Reinforced gypsum concrete ❑ Shotcrete ❑ High strength bolting ❑ Welding ❑ Moment resisting concrete frame ❑ Prestressed reinforcing steel ❑ Insulating concrete fill X Grading, excavation/fill ❑ Retaining walls NI Other: e -eek1 0A e L., A final letter from the Special Inspection Test Lab shall be required upon completion of Special Inspections noted above. CALL FOR INSPECTIONS AT LEAST 24 HOURS IN ADVANCE BUILDING INSPECTIONS DATE INSP COMMENTS x Pre - Construction Meeting c:I (p —,-o 2, (.L , DI, 6iAl/ •3 -)3 Pre- Reroof Pre - Demolition Foundation Footing Foundation Walls Footing Drains Under Floor Framing Slab Insulation Roof Sheathing Nailing Shear Wall Nailing and Exterior Sheathing Masonry Chimney (at mid point) Framing (rough -in electrical, mechanical and plumbing to be approved prior to framing inspection) Glazing Wall Insulation Floor Insulation Ceiling /Roof Insulation Interior Wallboard Fastening Suspended Ceiling Lighting Equipment/Controls CITY OF TUKWILA INSPECTION RECORD Call for Inspection - 8:30 a.m. to 5:00 p.m. Monday - Friday Building/Mechanical Inspections — 206 - 431 -3670 Planning Inspections — 206 - 431 -3670 Fire Department Inspections — 206 -575 -4407 Public Works Inspections — 206 -433 -0179 PERMIT NUMBER: Land Altering X0- ono When calling for inspections, please state the permit number, project name, site address, type of inspection, date inspection is needed (AM or PM, contact person's name and phone number. NOTE: A reinspection fee may be assessed for each inspection or reinspection when such portion of work for which inspection is called is not complete or when corrections called for are not made. Reinspection fees may be assessed when the inspection record card is not posted or othenvise unavailable on the work site, the approved plans are not readily available to the inspector, for failure to provide access on the date for which inspection is requested, or for deviating from plans requiring the approval of the building official. I SPECIAL INSPECTIONS In addition to the above listed inspections, Special Inspection is required on the types of work checked below: ❑ Piling, piers and caissons ❑ Concrete floor slab ❑ Structural masonry ❑ Bolts in concrete ❑ Reinforced gypsum concrete ❑ Shotcrete ❑ High strength bolting ❑ Welding ❑ Moment resisting concrete frame ❑ Prestressed reinforcing steel ❑ Insulating concrete fill X Grading, excavation/fill ❑ Retaining walls NI Other: e -eek1 0A e L., A final letter from the Special Inspection Test Lab shall be required upon completion of Special Inspections noted above. CALL FOR INSPECTIONS AT LEAST 24 HOURS IN ADVANCE December 8, 2003 Ralph Hagler 12201 Tukwila International Blvd Tukwila, Wa 98168 RE: Permit Application No. D03 -060 12500 Tukwila International Blvd 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 Uniform Building Code and /or Uniform Mechanical Code, every permit issued by the Building Official under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned: If such determination is made, the Building Code does allow the Building Official to approve a one -time extension up to 180 days. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection or request and receive an extension prior to January 18, 2004, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Stefania Spencer Permit Technician City of Tuk1via Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director • Call the City Of Tukwila Permit Center at (206) 431 -3670 to arrange for the next or final inspection. Xc: Permit File No. 003 -060 Bob Benedicto, Building Official 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 .9,thk »:APi1.�EKtt May 15, 2003 Haynes Lund 12201 Tukwila International BE 4th Floor Tukwila, WA 98168 Dear Mr. Lund: city of Tukwila Department of Community Development Steve Lancaster, Director RE: CORRECTION LETTER #3 INS Grading and Keystone Wall — D03 -060 12500 Tukwila International BI This letter is to inform you of corrections that must be addressed before your development permits 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 Planning Division and Public Works Department. At this time, the Building Division and Fire Department have no 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) complete 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 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, Brenda Holt Permit Coordinator encl c: File No. D03 -060 Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 e April 28, 2003 Haynes Lund 12201 Tukwila International B1 4th Floor Tukwila, WA 98168 RE: CORRECTION LETTER #2 INS Grading and Keystone Wall — D03 -060 12500 Tukwila International BI Dear Mr. Lund: This letter is to inform you of corrections that must be addressed before your development permits 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 Public Works Department. At this time, the Building Division, Fire Department and Planning Division have no 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) complete 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 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, Pith& 6 Brenda Holt Permit Coordinator encl c: File No. D03 -060 City of Tukwila Steven M Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206- 431 -3665 a • tea; w: a,+sa�hres�P April 15, 2003 Michael P. Cusick, P.E. City of Tukwila Public Works 6300 Southcenter Boulevard Tukwila, Washington 98188 -2544 SUBJECT: PERMITS D03 -060 AND D03 -075/ SABEY — INS BUILDING Dear Mike: Sheet G3 The slope has been corrected to 12.74% and has been corrected on the plans. 3. Provide a construction entrance for the construction of the south detention basin. A construction entrance from S. 126 Street, accessing the pond area, has been provided. 4. Provide talcs for overflow. Use the 100 -year event, KCRTS method. A pipe has been provided. DAVID EVANS AND ASSOCIATES PEOEIVED CITY OF TUKWII,A APR 2 1 2003 PERMIT CENTER Please find the following information, and the design changes found in both the TESL Report and on the Grading Plans, as response to your comments dated April 7, 2003. Sheet G1 1. Why is an assumed datum being used? City requires the NGVD 1929 for vertical datum. The Project Datum as identified on the revised plans has been used for many years and was created by surveys for the Boeing Company. Our on -site Project Datum = 88 NAVD + 0.38 feet. For your information, the Tukwila International Boulevard Datum is 88 NAVD. We will coordinate the difference in datums with the frontage improvements. CORRECTION LTR# 1. Where is the casing through the wall for sanitary sewer? A steel casing has been added. 2. Check the slope for the 5OLF of 15 " diameter into the south detention basin. The conveyance calculations show 12.74 %. The plan sheet shows 13.24 %. Which is correct? Overflow calculations for the 100 -year event (KCRTS method) have been provided for both sediment pond temporary risers and the permanent riser for the south pond. A nomograph for riser head and a summary of the results can be found in the TESC Calculations. 5. Provide a pipe from the top of the south detention basin into the bottom of the basin near the intersection of 34 Avenue S. and S. 126` Street. �Do3-oc�D 1620 West Marine View Drive Suite 200 Everett Washington 98201 Telephone: 425.259.4099 facsimile: 425.259 3230 ...� h- '��,�.zti�: %p;;3 r:.+•.e ?r °` �+'sa�r.�i; >r'1:i4L,'L"e':�.Ai my Michael P. Cusick, P.E. April 15, 2003 Page 2 This trench drain and CB will be abandoned. 6. What happens to the existing power lines crossing the site at S. 126' Street? Relocation of the existing power lines is to be coordinated with PSE. Sheet G4 1. , The CB at the bottom of the proposed drive is missing data. Data for CB F -1 at the bottom of the proposed drive has been added to both the plans and conveyance calculations. 2. Provide CB information for CB's on the existing 36 "flowing north across the parking lot. As -built information for the existing CB's on the existing 36" trunk line has been added to the plans. Conveyance calculations for the 36" line are provided in the report. 3. Pipes with slopes over 30% need to be ductile iron. Pipes with slopes over 30% have been specified as ductile iron. 4. Provide a pipe anchor for the piping between CB A - 2 to CB A - 1 B. A temporary pipe anchor is shown for the pipe run between CB A - 2 and A - 1B. 5. Why is the 70 contour near CB A - 2 with finish grade of 66.05? The 70 contour near CB A -2 is an existing grade contour. The proposed grade at that location is approximately elevation 66. 6. What happens to CB at upper end of the existing trench drain? Sheet G5 1. Text is missing from detail #5. Detail #5 has been corrected. 2. Detail #8 needs to be 12' long and 7' wide per table on page 4 - 28 in the 1998 KCSWDMfor sizing rock pads. Detail #8 has been corrected to specify a rock pad 12' long and 7.5' wide. raax.t. :u w...» .:.i. 4. Provide talcs for the control structure. Michael P. Cusick, P.E. April 15, 2003 Page 3 Q '~ w J U 00 LU J = (0 w w O J v_ a w z = 1-- O w ~ 0 N o 1- wW HI- -0 ..z U= O ~ 3. Provide backwater study for the existing 36" storm line in the north parking lot. An analysis of the existing 36" line is provided in the conveyance calculations. 4. Provide flow talcs for the 18 " pipe leaving north sediment pond. Calculations for the 18" discharge pipe from the north sediment pond have been provided in the conveyance spreadsheet. Sheet G6 1. The east side of the south detention basin needs to be designed by geotech engineer due to its height. The design of the east side of the south detention pond has been addressed by the geotechnical engineer, see the attached letter from Earth Consultants, Inc. dated March 28, 2003. 2. Rise the risers to the 100 year water surface elevation. Per your discussion with Mark Flury on April 10, 2003, the risers are set at the 10 -year storm elevation which is the design storm for a Level 1 detention facility. The 100 -year discharge is indicated in the KCRTS printouts and the overflow calculations demonstrate that this storm can be conveyed by the proposed design. See also riser overflow calculations. 3. Limit the discharge from control structure to the dispersion trench to the 2-year and 10 year events. Route the 100 year event to the west fork of Riverton Creek. Per your discussion with Mark Flury on April 10, 2003, the dispersal trench has been sized to convey the 100 - year event, thus the proposed diversion out to S. 126 Street is not necessary. Calculations for the sizing and design of the south pond control structure have been provided in the Appendix of the report. The control structure will not be installed until construction of the site civil improvements have been completed. 5. The geotechnical engineering study dated February 20, 2003, for the project recommends' that soil pond liner should be installed for south detention basin. The plan and details do not reflect the recommendation from the geotech. Why? A soil pond liner will be installed in accordance with the geotechnical engineer's recommendations and Section 6.2.4.1 of the 1998 KCSWDM. Please refer to the attached letter dated April 16, 2003, from Earth Consultants, Inc. 1 , x 4 4L bti%art' ',ti 1;41. .s s : ;1445.. µw.e.t:,a7+i» r ^t z Michael P. Cusick, P.E. April 15, 2003 Page 4 Sheet G 10 1. On Sheet G4 the pipe just north of detention wet vault is 86'. On Sheet G10 the length is 64'. Which one is correct? The length of this pipe run has been corrected to 56 LF. TIR 1. Q10 was used in the design of the north basin. The text states the 2 -year event will be used in sizing the sediment ponds. Which one is correct? The text of the TIR is correct; the 2 -year flow rate from KCRTS was used to size the sediment ponds in accordance with Appendix E of the 1998 KCSWDM. The runoff time series data and calculated peaks can be found in the appendix of the report in Northsed.pks and Southsed.pks. 2. KCRTS design method needs to be used for all sizing of detention and sediment ponds. KCRTS has been used to size the sediment and detention ponds. 3. The maximum flow to a dispersal trench per Figure 4.2.2.0 is 0.50 cfs. The 100 - year discharge from the pond is 1.10 cfs. 100 LF of dispersion trench is provided. 4. The grade board for the dispersal trench needs to be notched per figure 4.2.2.C. A detail similar to Figure 4.2.2.0 has been added to the plan set, indicating that the board must be notched. 5. The existing parking lot needs to be included in the area tributary to the north sediment pond. That portion of the existing parking area that is tributary to the north sediment pond has been included in the north sediment pond sizing calculations. 6. The basin maps need to show what is tributary to the north and south basin. The basin maps have been revised to indicate the areas that are tributary to the north and south sediment ponds (see Figures 1 and 2). The area tributary to the permanent south pond is outlined in Figure 5. See plan sheet and TIR for added comments. All additional comments on the plan sheets and TIR have been addressed. Please call me if you have any questions or require additional information. Michael P. Cusick, P.E. April 15, 2003 Page 5 Sincerely, Errol F. Garr, P.E. Senior Vice President [DASC002I ] DAVID EVANS AND ASSOCIATES, INC. p: \d \dasc002I \correspondence \I 03_0414 rmf tukw gradingresponsc.doc V Z, 11.// U. • .../ V V . V U Y V V b V l V U 4 V 03/20/2003 14:29 4257460860 March 28, 2003 E-2579-44 Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168 -5121 Attention: Subject Reference: Dear Mr, Lund: Earth Consultants, Inc. K�•A��ir►kYtl IiiIghlov)-:tkIlllasiS A ki1vIrcN'ulrtTmtl tititYllkY;: ttNt4nkilon'itY411 tl.(K KIKl. NV, \I1') Mt.9I..titt .' T''I(tM1 Mr. Haynes Lund Geotechnical Addendum Proposed Pond Berm INS Seattle District Office Tukwila, Washington David Evans and Associates TESC Drainage Plan and Details Sheets G3 and G6 Dated February 22, 2003 `Juut.. * e'vI aL.1V11 ' $-, unt lu nYnoo nYL•n µ� vva EARTH CONSULTANTS PAGE 02 t .sti killsti 1075 In accordance with your request, Earth Consultants, Inc. (ECI) has reviewed the proposed pond berm on the referenced TESC Drainage Plan and details (Sheet G3 and Sheet G6), Based on our review, the design is generally in accordance with the King County Surface Water Design Manual. Section 5.3.1.1 of the King County Surface Water Design Manual provides design criteria for the pond berm construction. To construct the pond berm, the placement and compaction of structural fill will be necessary primarily on the north and east sides of the proposed pond. Modular blocks will be utilized at some locations to help reduce the overall horizontal extent of the pond berm side slopes In the fill areas, The height of the modular block will not exceed four feet. The remainder of the pond side slope construction will consist of cuts below existing grade. The overall height of the fill necessary to construt the pond berm will be on the order of eight (8) feet to twelve (12) feet at some locations, The existing topography where the pond berm fill placement is planned slopes at grades of 10 percent or less, 1805 136Th Place N.E., Suite 201. Bellevue, WA 98005 Bellevue (425) 643-3780 FAX (426) 746.0860 Toll Free (88B) 739.8670 04/10/03 THU 08:40 FAX 206 281 0920 0/2d/2003 14:29 4257460860 Sabey Corporation March 28, 2003 Recommendation% Based on our geotechnical review of the referenced design for the pond berm construction, it is our opinin constrcution of the pond berms and side slopes as planned is feasible from a geotehhnical standlpoint. Based on the proposed 3H:1V (Horizontal:Vertical) interior side slopes above the high water line, and the 2H:1V exterior side slope, It Is our opinion the design conforms to the general criteria in the King County Surface Water Design Manual. In our opinion, the placement and compaction of the fill for the pond berm should generally conform the the criteria of the The King County Surface Water Design Manual. This means the fill for the pond berm should be placed in six inch lifts and compacted to 95 percent relative compacation. The maximum dry density of the fill should be determined in accordance with the Modified Proctor Method (ASTM 0- 1557 -91). The fill material for the pond berm should contain at least 20 percent silt and clay, a maximum of 60 percent sand, and a maximum of 60 percent silt. In our opinion, the exisitng fill soils at the site should meet the above criteria for the fill, and should be suitable for use as fill for the pond berm, provided the moisture content of the soil is at or near the optimum moisture content at the time of placement. ECI should collect samples of the proposed pond berm fill material for sieve analyses. Based on our review of the proposed pond berm construction, we do not believe construction of a keyway below the fill berm will be necessary. The proposed fill areas, however, should be stripped of surface vegetation and benched into the existing slope to create a horizontal fill surface. ECI should observe the subgrade areas prior to beginning the fill placement and compaction, Density testing of the compacted pond berm fill should also be performed by ECI. We trust this addendum geotechnical report satisfies the review requirements for the proposed detention pond. If you have any questions, or if additional Information is required, please call. Respectfully submitted, EARTH CONSULTANTS, INC. Raymond A. Coglas, P.E. Project Manager RAC/csm Sabey Corporation -+ DAVID EVANS EVER cut() EARTH CONSULTANTS rAut n3' 3 t Ftrtiw s 7 /Zak U29 of 1 derlh Consuitanis, inc, sb E-2579-44 Page 2 ,04/17/2003 20:10 4257460860 Earth Consultants, Inc (4., 110 0111W:11IcnpinrcrctR,)kostkls Iinvin.autntill >4 ':.tirniKav rYA)Vnk'IkK)Tesling tt It 7u)rWAItt)ttI),jRvikx) April 16, 2003 E- 2579 -44 Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168 -5121 Attention: Mr. Haynes Lund Subject: Dear Mr. Lund: Response to Review Comments Proposed Soil Pond Liner INS Seattle District Office Tukwila, Washington • A minimum 20 percent silt and clay • A maximum 60 percent sand • A maximum 60 percent silt EARTH CONSULTANTS PAGE 02 twslablIshc:Cl ts)75 In accordance with your request, Earth Consultants, Inc. (ECI) has prepared this response to the plan review comment related to the soil pond liner. ECU Response — The referenced geotechnical report recommends completing the soil pond liner in accordance with the recommendations of the King County Surface Water Design Manual. The King County manual allows for the construction of pond berms using compacted soil. The construction of the soil pond liner can be considered a continuation of the berm construction. Soil used to construct the pond liner should generally meet the following gradation per the King County manual: 1805 136th Place N.E., Suite 201, Bellevue, WA 98005 Bellevue (425) 643 -3780 FAX (425) 746 -0860 Toll Free (888) 739.6670 ::4;74,0t%b4-1). • .04/17/2003 20:10 • Sabey Corporation April 16, 2003 4257460860 ECI should sample the proposed fill for the soil pond liner for sieve analyses and confirmation that the proposed fill meets the above specification. The thickness of the compacted soil liner should be at least eighteen (18) inches. The fill should be placed in minimum six inch lifts and compacted to a relative compaction of at least 95 percent based on the modified proctor method (ASTM 1557 -91). In our opinion, the silty sand and silt soils encountered in the vicinity of the proposed pond are generally suitable for use as a compacted soil liner. The moisture content of the soil should be at the optimum level or slightly above at the time of placement. We trust the above response satisfies the review comment regarding the compacted soil liner. If you have any questions, or if additional information is required, please call. Sincerely, EARTH CONSULTANTS, INC. Raymond A. Coglas, P.E. !emil?Fs7 Project Manager RAClcsm cc; David Evans and Associates Attention: Mr. Errol Garr Earth Consultants, Inc. EARTH CONSULTANTS PAGE 03 E- 2579 -44 Page 2 April 8, 2003 Haynes Lund 12201 Tukwila International Bl 4th Floor Tukwila, WA 98168 City of Tukwila Department of Community Development Steve Lancaster, Director RE: CORRECTION LETTER #1 INS Grading and Keystone Wall — D03 -060 INS Concrete Retaining Wall — D03 -075 12500 Tukwila International BI Dear Mr. Lund: This letter is to inform you of corrections that must be addressed before your development permits 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 Public Works Department. At this time, the Building Division, Fire Department and Planning Division have no 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) complete 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 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, encl M/Lek Brenda Holt Permit Coordinator c: File No. D03 -060 File No. D03 -075 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 - 3665 W es: Steven M. Mullet, Mayor Reid iddleton May 14, 2003 File No. 26 -03- 005- 005 -02 Mr. Bob Benedicto City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - Final Submittal INS Retaining Walls (D03 -060) Dear Mr. Benedicto: RECEIVED CITY OF TUKWILA MAY 16 2003 PERMIT CENTER We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The applicant has responded successfully to our comments. Enclosed is one complete set of the original structural drawings (bound with the originally submitted civil drawings). The submittal of revised structural sheets was not necessary. We are also forwarding the structural calculations and correspondence from the geotechnical engineer for your records. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. /O Philip razil, P.E., S.E. Senior Engineer Enclosures vls\26se\planrevw\tukwila\03\t005r2.doc\prb cc: Haynes Lund, Sabey Corporation Raymond Coglas, Earth Consultants Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 ■ Reid iddleton April 2, 2003 File No. 26 -03- 005 - 005 -01 Mr. Bob Benedicto City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - First Submittal INS Retaining Walls (D03 -060) Dear Mr. Benedicto: RECEIVED fAPR 0 4 2003 COMMUNITY DEVELOPMENT We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The permit applicant should address the following comments. Copies of this letter were forwarded to the project contact and geotechnical engineer for your convenience. 1. The following list of comments should be responded to in itemized letter form. The permit applicant should have the Engineer of Record respond and resubmit two copies of revised structural drawings and one copy of supplemental calculations. All information should be submitted directly to Reid Middleton, Inc. 2. Certain parameters for the design of the gravity modular retention structures are not clear. A batter of 1:10 and a minimum embedment below grade of 1'6" are proposed at Details 2.6 and 2.7/SM2. However, for the 7'6" design, the calculations assume a 2'0" embedment. For both the 7'6" and 10'0" designs, a vertical wall surface is assumed. Substantiating data should be submitted to verify structural capacity. Washington Oregon 3. A parameter for the design of the keystone modular retention structures is not Alaska clear. A batter of 8.8° is specified at the Typical Wall Detail on Sheet SK1 but a batter of 7.1° is assumed in the calculations. Substantiating data should be submitted to verify structural capacity. Corrections and comments made during the review process do not relieve the project applicant or designer from compliance with code requirements, conditions of approval, Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 ::r.:11a..1" a: • «. •:tf rAs. ¢1a M4x.1i4.4,4444 ,S d' k1; t.uiTtli :ki do y 6 kTdcL :u��a:3 L(i is '� u x ; . Mr. Bob Bendicto City of Tukwila April 2, 2003File No. 26 -03- 005- 005 -01 Page 2 and permit requirements; nor is the designer relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This plan review check is for general compliance with the Uniform Building Code as it relates to the project. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. Philip ' Brazil, P.E., S. Senior Engineer vls\26se \planrevw \tukwi la \03 \t005r 1.doc \prb cc: Haynes Lund, Sabey Corporation Raymond Coglas, Earth Consultants Reid iddleton March 26, 2003 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 City of Tukwila Department of Community Development Steve Lancaster, Director RE: Structural Review Immigration and Naturalization Service — Seattle District Office Retaining Walls — D03 -060 Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 1997 Uniform Building Code. If you should have any questions, please feel free to contact me at (206)431 -3672. Syncerely, L Brenda Holt, Permit Coordinator encl xc: Permit File No. D03 -060 Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431 -3670 • Fax: 206 - 431 -3665 HWA GEOSCIENCES INC. Geotechliilal Engineering ineering ((ydt'ogt'olo y . (r&'elm.:7i " :!7)L 11f11i N, "'' :,,7 • I'!s('i:'!!,'ll i. 11',1/111' April 2, 2003 HWA Project No. 2003 - 041 -21 City of Tukwila 6200 Southcenter Blvd. Tukwila, WA 98188 -2599 Fax: (206) 431 -3665 Attention: Mr. Mike Cusick Subject: Review Comments for INS Building at 12500 International Blvd. Dear Mr. Cusick: At your request, HWA has reviewed the documents listed in the references section at the end of this letter for the proposed construction of the INS building at 12500 International Blvd. in Tukwila. Some of our comments are spelling or typo types of items and some are important issues we feel should be reviewed, if not changed. It is always possible that we misinterpreted something, hence, dialog is encouraged on items where the comment is not clear. We have used the following symbols after each comment: * Typo, spelling or general comment that may improve the work - no response necessary. ** * ** Items that should be changed if the authors are not the ones who will have ultimate authority over the actual design and construction. The response could be either "Will change" or "Will deal with the issue on the design/construction level" depending upon whether or not the authors will be involved throughout the project. In our opinion, there is always a possibility the authors will not be involved during construction regardless of the intent now, and consideration should be given to changing the reports. Items we feel serious consideration should be given which may result in a change in the reports or design. These issues should be addressed in detail. GENERAL COMMENTS When reviewing a geotech.nical report on a project it is necessary to rely on the written word. Therefore, we relied on the written report and drawings to supply all the information needed for our review. Upon completing our review, we had the 19730 - 64th Avenue W. following comments: Suite 200 Lynnwood, WA 98036.5957 Doi -ova f :V (EIIBRATING / „ YEARS 1978 -2003 Tel: 425.774.0106 Fax: 425.774.2714 www.hwageosciences.com iti iS u1 1£,iw v1n 3i t �; a{'s ir. .4'or4'.. April 2, 2003 HWA Project No. 2003 - 041 -21 Al. Page 5, 2 paragraph, 3 line Comments Geotechnical Report In our opinion, the word "considered" should be changed to "used ". ** z A2. Page 6, 2 paragraph, 9` line The building will be on piles and the floor on the existing fill. Is there a potential 6 for differential movement between the two? * c.) 0 co cn w A3. Page 6, 3 paragraph w w 2 It is not obvious from Plate 11 that the west edge of the garage will be on dense Q native soils. The narrative does say that where the dense native soil is not N �. reached, piles or piers should be used. It appears the spread footing/pile pier w footing option will be a field decision made during construction. Is this z ��.. workable? * ** t— O z ww A4. Page 10, 1 paragraph, 2 line v It is not apparent why the organics can be left in place under the higher fills. On 0 N the next page, the recommendation seems to be to remove organics and key the 01— ILI original slope under all fills.*** 0 L I O The word "extended" is not well defined and perhaps should be eliminated. * v O A6. Page 12, table and, Page 14 table and last paragraph These loads are higher than we would normally use without load testing. Load tests are recommended for piers and not auger cast piles. We ask that the designers recheck these calculations and what appears to be an inconsistent use of load tests. * ** We assume there is a "be" missing in Line 6. * A5. Page 10, 2 paragraph, 6 line A7. Page 15, 1 paragraph, 7 line It is recommended that auger cast piles go at least 10 feet into the competent soils and that part of the structure be on spread footings. Couldn't some of the piles be 11 feet long instead of the 20 to 30 feet mentioned in the report? * A8. Page 15, 2 paragraph When part of a structure is on spread footings and part is on piles there is a potential for deferential settlement along that line. The structural engineer and architect should be made aware of that and we do not see such a notification in the report. * HWA Review comments_letter.doc 2 HWA GEOSCIENCES INC. "Y » u9aiiaS"d s is 3 ;ui e lttti;itz:. u ,;a April 2, 2003 HWA Project No. 2003 - 041 -21 The second sentence seems to recommend an allowable bearing capacity on medium dense silt of 5000 psf. This is more than we would recommend, however, under some circumstances it may be acceptable. The rest of the paragraph and the next two paragraphs seem to indicate that the 5,000 psf is for dense to very dense native soil. This issue needs to be reviewed and clarified. * ** A9. Page 16, 3 paragraph These pressures are obviously for drained conditions. On Page 5 the comment was made that drainage behind basement walls should be considered. In our opinion, the comment on page 5 should be made positive and drainage should be mentioned here also. * ** A10 Page 19, 2 paragraph 3rd sentence The work "excessive" should be changed to "high ", and high should be defined. * All. Page 19, 2 paragraph, last line The word ballast is used to define a toe drain. If a geotechnical engineer is involved at the site during construction when the problem arises the engineer will build a graded filter with increasing permeability toward the surface. If not, a lay person may place coarse rock on the surface, which will probably do little good. This section should be expanded to either include geotechnical advice or filter recommendations. * ** Al2. Page 19, 3rd paragraph, 3rd line Can the need for floor drains be determined in the summer (the driest time of year) when the floors are most likely to be constructed? * ** A13. Page 20, Section on Modular block walls The allowable soil bearing capacity in this section is 3,000 psf. On page 15, 5,000 psf is given as the allowable soil pressure. Is there a reason why the bearing pressures are different? * ** Since the material properties to be used in design are given, there should.be some definition of the materials that will have a 30- degree phi and be free draining. As written, anyone can grab a computer program, plug in the numbers and then use anything for backfill. * ** A14. Page 20, last sentence Shoring must be done if slopes can't be constructed. ** A15. Page 22 The term "can be considered" is used throughout. Are these recommendations or not? ** HWA Review comments Ietter.doc 3 HWA GEOSCIENCES INC. April 2, 2003 HWA Project No. 2003 - 041 -21 A16. Plates 4 through 11 There appear to be places where the proposed ground line is missing and other places where the proposed slopes are steeper than recommended. The description in the text seems to say the right things. ** Modular Block Wall Design Report B 1. Title — Perhaps the title should include both types of walls covered. * Sheet SM 1 Cl. General item A The term "or equal" should be expanded to include in what ways the equality is being judged. ** C2. Submittals item B. Report is misspelled * C3. Definition Item B and Geogrid Soil Reinforcement Item A. The terms "integrally connected" and "knitted" may limit your geogrid choices. * C4. Reinforce backfill In our opinion, the specifications for the backfill material should be tightened up. (See Comment in SM 2 #C10.) As written, Item D is almost useless. * ** C5. Structure Geogrid Installation, Item A. The strength in the direction perpendicular to the wall must meet specifications. That need not be the maximum strength direction of the geogrid. * ** C6. Structure Geogrid Installation, Item C and As -built Construction Tolerances, Item D. The vertical tolerance is 1.5 inches in 10 feet. Our concern is that, as written, this may allow for insufficient contact between blocks to hold the grid in place. Perhaps a sentence should be added stating that there shall be full contact between courses of blocks. * ** C7. Reinforced Backfill Placement, Item B Saying 8 -10 inches is the same as saying 10 inches. Also, heavy equipment should be defined. * C8. Reinforced Backfill, Items E and F. These limitations are very minimal unless someone is there with control over the contractor who will assure no damage to the grids. * ** HWA Review comments letter.doc 4 HWA GEOSCIENCES INC. April 2, 2003 HWA Project No. 2003 - 041 -21 C9. Field Quality Control, Item B. We assume that "should" means "shall ". ** C10. Modular Block MSE Wall Section Most MSE wall failures are caused by poor compaction or poor drainage. When poor draining materials are used (as are allowed herein) for backfill, the drainage should be a chimney drain behind the reinforcement connected to a foundation drain under the reinforcement. In general, this is not economical and it is better to specify a free draining backfill around the reinforcement or at least design the reinforcement and connections for full hydrostatic pressures. * ** C11. Modular Block MSE Wall Section The geogrid in Figure 2.5 should be rotated 45 degrees so that it is normal to the face of the wall. ** C12. Modular Block MSE Wall Section If the wall is 25 feet tall, there must be 10 blocks. At 4,320 pounds per block, 10 blocks would weigh 43,200 pounds, at a 1H:10V batter, the vertical component is 42,986 pounds. With a bearing area of 5 feet by 2.5 feet, the pressure will be 3,439 psf. However, the specifications state that allowable bearing capacity for the wall is 3,000 psf. This should be checked, and either the wall should be shortened or the allowable bearing pressure must somehow be increased. ** Revised Keystone Wall Design Sheet SK 1 D1 This sheet is similar to Sheet SM 1 and the same comments apply. D2 General item A The term "or equal" should be expanded to include in what ways the equality is being judged. ** D3 Submitals line B Report is misspelled. * D4 Definition A — Portland is misspelled. * HWA Review comments Ictter.doc Sheet SM 2 5 HWA GEOSCIENCES INC. April 2, 2003 HWA Project No. 2003 - 041 -21 D5 Figure 2.8 In our opinion, there should be more than 18- inches of drainage material or a filter inclusion since the drainage material would contaminate easily. (See Note C10) * ** z Plan Sheets z r4 2 We have assumed that the recommendations in the Geotechnical Report were followed in -J o the production of these drawings. With that caveat we have reviewed the drawings and co have no other comments. We have reviewed only the geotechnical aspects of the project, J = not including drainage, erosion control, environmental issues, etc. co u. w 0 Sheet G7 (last revision 3/5/03), El No comments. g < • a Sheet G8 (last revision 3/5/03) I _ E2 No comments ? 1.- F- 0 z I- Sheets G1 through G10 dates 2/22/03 w U c E3 No comments o �. w w Sheet S1 — Retaining Wall and General Notes Dated 2/21/03, Foundation Note H H . - O General Notes v E4 On page 8 of the geotechnical report, a seismic coefficient of 0.2 is recommended z for the walls. In the Keystone wall report, it states that a coefficient of 0.35 was used for design. These should be the same. In our opinion, both are conservative. The USGS recommends a 475 -year return interval ground motion of 0.3377g. We typically use 1/2 of the peak ground motion for walls as we are allowing for wall deformations. ** We hope these comments are helpful. If you have any questions regarding any of our comments, please contact us at (425) 774 -0106. HWA Review comments letter.doc 0 • 0 6 HWA GEOSCIENCES INC. '� �'tikiCtl115tL1te+' " . April 2, 2003 HWA Project No. 2003 - 041 -21 Sincerely, HWA GEOSCLENCES INC. Susan Robarge Geotechnical Engineer TCK:BEH:tck HWA Review comments letter.doc 7 ErcEs 9/3/ d3 Thomas. C. Kinney, Ph.D., PE Vice President • HWA GEOSCIENCES INC. April 2, 2003 HWA Project No. 2003 - 041 -21 REFERENCES Geotechnical Report: Geotechnical Engineering Study Proposed INS Seattle District Office 12500 Tukwila International Boulevard Tukwila, Washington By ECI For Sabey Corporation February 20; 2003 Modular Block Wall Design Report: Modular Block Wall Design Report INS Seattle District Office Tukwila International Boulevard Tukwila, Washington By ECI For Sabey Corporation February 26, 2003 (Includes sheets SM1 & SM2) Revised — Keystone Wall Design Ins Seattle District Office Tukwila International Boulevard Tukwila, Washington By ECI For Sabey Corporation March 3, 2003 (Includes sheet SK 1) Plan sheets Sheet G7 (last revision 3/5/03), Sheet G8 (last revision 3/5/03) Sheets 01 through 010 (dated 2/22/03) Sheet S1 — Retaining Wall and General Notes Dated 2/21/03 HWA Review comments Iener.doc 8 HWA GEOSCIENCES INC. r t2i3C�i'.. SBEY COR PORATION February 28, 2003 Bob Benedicto Building Official Department of Community Development City of Tukwila 6300 Southcenter Boulevard Tukwila, WA 98188 -2544 REF: INS SEATTLE DISTRICT OFFICE 12500 Tukwila International Blvd Tukwila, WA 98168 Land Altering Permit (D03 -060) Dear Bob: Attached please find a report and drawing sheets SM1 and SM2 from Earth Consultants, Inc. covering the Modular Block Wall Design for the above referenced project. We are submitting this material for an alternate system for the retaining walls to be used in lieu of the Keystone Wall Design submitted previously. We request approval to use the modular wall system wherever keystone walls were indicated on the previous plans. We would like to have the option to use either system for these walls. Please let us know if you have any questions or require any further information. Very truly yours, SABEY CORPORATION Haynes Lund Project Architect REAL ESTATE DEVELOPMENT CONSTRUCTION SERVICES VENTURE FUNDING Sabey Corporation 206/281 -8700 main line 12201 Tukwila International Blvd,, 4th Floor 206/282 -9951 fax line Seattle, Washington 98168 -5121 www.sabey.com February 26, 2003 Haynes Lund Sabey Corp. 12201 Tukwila International BI Fourth Floor Tukwila, WA 98168 RE: Letter of Incomplete Application #1 Development Permit Application Number D03 -060 INS Retaining Wall 12500 Tukwila International BI Dear Mr. Lund: City of Tukwila Department of Community Development Steve Lancaster, Director This letter is to inform you that your permit application received at the City of Tukwila Permit Center on February 24, 2003, is determined to be incomplete. Before your permit application can begin the plan review process the following items need to be addressed. Building Division Ken Nelsen, Sr. Plans Examiner 206/431 -3677 Steven M. Mullet, Mayor 1. Building department requests that the concrete wall be permitted separately from the keystone walls. 2. The plans must clearly identify specific retaining walls. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete 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 Sheet' must accompany every resubmittal. 1 have enclosed one for your convenience. 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 the Permit Center at (206) 431 - 3684. Sincerely, KCL;t(j/vO Ct k k 1^- Kathryn A. Stetson Permit Technician encl File: Permit File No. M03 -032 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665 i 7. ... s �lts.vvii: {'r,.Sa.�..�r a� Yet. �n.� +;;: 41;474:4,. nx PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D03 -060 DATE: 5 -19 -03 PROJECT NAME: I NS - RETAINING WALL /LAND ALTERING SITE ADDRESS: 12500 TUKWILA INTERNATIONAL BL Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 3 Revision # After Permit Is Issued DEPARTMENTS: Building Division n Public Worts_ MUG 5 -o3 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete APPROVALS OR CORRECTIONS: Documents/routing slip.dac 2.211.02 Fire Prevention Structural Incomplete n n Approved n Approved with Conditions Notation: REVIEWER'S I NITIALS: ,1'6 Planan Division Permit Coordinator DUE DATE: 5-20-03 Not Applicable n Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route Structural Review Required n No further Review Required C REVIEWER'S INITIALS: DATE: DUE DATE: 6-17 -03 Not Approved (attach comments) n DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D03 -060 DATE: 05 -05 -03 PROJECT NAME: INS - RETAINING WALL /LAND ALTERING SITE ADDRESS: 12500 TUKWILA INTERNATIONAL BL Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter #2 Revision # After Permit Is Issued DEPARTMENTS: Building Division ❑ Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS RO9,TING: Please Route g Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: DUE DATE: 06 -03 -03 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Notation: APPROVALS OR CORRECTIONS: REVIEWER'S INITIALS: Permit Center Use Only O e 1 � � O -1 145 CORRECTION LETTER MAILED: ` 15 p Departments issued corrections: Bldg ❑ Fire ❑ Ping PW L Staff Initials:_.. Documents /routing slip.doc 2-28-02 PLAN RMEWIRNING SLIP /1/Li /t/kAtiL I� Fire Prevention ❑ Plannin �visiOfl Structural ❑ Permit Coordinator MIT COMBO COPY DUE DATE: 05 -06 -03 DATE: Not Applicable ❑ Pt htYy ACTIVITY NUMBER: D03 -060 DATE: 04 -21 -03 PROJECT NAME: INS - RETAINING WALL SITE ADDRESS: 12500 TUKWILA INTERNATIONAL BL Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter #1 Revision # After Permit Is Issuci DEPARTMENTS: Building Division ❑ Public Works z1-20-0 � DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 04 -22 -03 Complete y Comments: APPROVALS OR CORRECTIONS: Documents /routing slip.doc 2 -28.02 - ERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention Structural Incomplete ❑ REVIEWER'S INITIALS: PERMIT COORD COPY ❑ Planning Division ❑ Permit Coordinator DUE DATE: 05 -20 -03 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 ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) 2 Notation: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW Staff Initials: 1, . PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D03 -060 PROJECT NAME: INS - RETAINING WALL DATE: 03 -07 -03 SITE ADDRESS: 12500 TUKWILA INTERNATIONAL BL Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: Buildin Kai /1 Pubcorkso Documents /routing slip.doc 2-28-02 APPROVALS OR CORRECTIONS: Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 03 -11 -03 Complete Ef Incomplete ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route Structural Review Required [ No further Review Required ❑ REVIEWER'S INITIALS: DATE: DUE DATE: 04 -08 -03 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Le Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: 4-1- 03 Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW Staff Initials: PERMIT COORD COPY 51f' Wi1XAl4M.t``N7}. N Planning Division Permit Coordinator Not Applicable ❑ DATE: PLAN REIEW /ROUTING SLIP ACTIVITY NUMBER: D03 -060 DATE: 02 -28 -03 PROJECT NAME: INS SEATTLE DISTRICT OFFICE SITE ADDRESS: 12500 TUKWILA INTERNATIONAL BL Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Is Issued AbINU Acr X") AO pony DEPARTMENTS: Building Division Public Works Fire Prevention LE Structural Planning Division ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 03 -04 -03 Complete ❑ Incomplete ❑ Comments: 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 ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 04 -01 -03 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slIp.doc 2 -28 -02 PERMIT COORD COPY DATE: ACTIVITY NUMBER: PROJECT NAME: D03 -060 DATE: 02 -24 -03 Immigration & Naturalization Service SITE ADDRESS: 12500 Tukwila International BI X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: ke4i dGtM,e dt Building Division Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete n TUES /THURS ROUTING: APPROVALS OR CORRECTIONS: Documents/routing slip,doc 2-28-02 n PLAN REVIEW /ROUTING SLIP Fire FM. RILL $ 4.- 26145 revention Structural Incomplete Please Route n Structural Review Required Planning Division n Permit Coordinator DUE DATE: 02 -25-03 Not Applicable n Comments: Permit Center Use Only 1 INCOMPLETE LETTER MAILED: ),' 110' O 3 LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg Ig Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required n REVIEWER'S INITIALS: DATE: DUE DATE: 03-25-03 Approved ❑ Approved with Conditions n Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: n gd REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 1°1 'h/[A c Plan Check/Permit Number: DO3-O6O El Response to Incomplete Letter # Response to Correction Letter # 3 0 Revision # after Permit is Issued Project Name: INS — RETAINING WALL/LAND ALTERING Project Address: 12500 Tukwila International B1 Contact Person: Haynes Lund Summary of Revision: City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 TiieE EA5 s rvtslJ es SEWN) RB - W R.t E,J - r0 r.Jcoa tseaq r. A BG- &i a PRA JAtetea e litErrWetriJ -rite re.oP>E;n--Tu s _ .= - la _r W ILL. 12.atoR.p 'THEM W1 Kin)* C ovoPrtir A whL,L, p/a..ov t pet 4 c.1*Y o, -n4,0 gAr Lena.k 'D IgALSolf714E1Ate lb vies r e re, Sheet Number(s): EASelvidiafr P/tat85 )-4 of w1714,Socoies.5 Ay C "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on Phone Number: l ( Z1.9 El Response to Incomplete Letter # ® Response to Correction Letter # 2 Revision # after Permit is Issued City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 2. f'/.4( 03 Plan Check /Permit Number: D03-060 Project Name: INS — RETAINING WALL /LAND ALTERING Project Address: 12500 Tukwila International B1 Contact Person: Haynes Lund Phone Number: Z.O`e- ZZ'T-' Summary of Revision: t. 'Rev sprb p15 PER.s( ) 1 R. J c.--t cTt 2. C.b R.R.Bt ert) PB l4 A) 1 C.tl T ?1L. 05RR.et.7SD 11‘) C.er 4 �. eADA.Ma cretl Mod cat.. ^ -R.. es o cAc. t lart ., f-1 ,57 C,nKT' ,4 r pcnl rs. Sheet Number(s): (E 1 - 1-k+1mou r i Get 0 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: NV- Entered in Permits Plus on Z'03 IS r CITY OF TUKWILA MAY ` 2 20fl3 PERMIT CENTER 04/28/03 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: April 21, 2003 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued Project Name: INS Retaining Walls Project Address: 12500 Tukwila International Blvd Contact Person: Haynes Lund, A.I.A. Sheet Number(s): Sheet SK1, SM1, SM2, G1 — G10 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 5 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Entered in Sierra on 7 Z /-03 Plan Check/Permit Number: D03-060 Phone Number: 206.277.5219 Summary of Revision: 1. Letter from Earth Consultants, Inc., dated 4/21/03 is submitted to respond to questions from HWA Geosciences. 2. Letter from Earth Consultants, Inc., dated 4/21/03 is submitted to respond to questions from Reid Middleton. 3. Letter from Earth Consultants, Inc., dated 4/16/03 is submitted to respond to questions regarding the Proposed Pond Liner (included with Item 5. below). 4. Letter from Earth Consultants, Inc., dated 3/28/03 is submitted to respond to questions regarding the Proposed Pond Berm (included with Item 5. below). 5. Letter from David Evans and Associates, dated 4/15/03, responding to review comments. 6. REVISED Sheets SKI, SM1, SM2, dated 4/19/03 are submitted to respond to review comments. Changes have been clouded. 7. REVISED Sheets G1 through 010 are submitted to respond to review comments. Changes have been clouded. 8. TESC Calculations, revised, dated 4/21/03 CIT OF TU APR 2 1 2003 PERMIT CENTER A' X City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: March 6, 2003 Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued Project Name: INS Retaining Walls Project Address: 12500 Tukwila International Blvd Contact Person: Haynes Lund, A.I.A. Summary of Revision: Plan Check/Permit Number: D03-060 1.REVISE Sheets G7 & G8 to clarify extent of keystone retaining walls. Sheet Number(s): Sheet G7, G8, SK1, Keystone Wall Design report "Cloud" or highlight all areas of revision including date of revision ^ Received at the City of Tukwila Permit Center by: 2.DELETE Sheet S1 and Structural Calculations (concrete wall deleted from this permit). 3.REVISE Sheet SK1 to show adjustments for seismic calculations. 4.REVISE Keystone Wall Design report to add seismic information. Entered in Sierra on Phone Number: 206.277.5219 RECEIVED ITY QF TUKWI A 0 b /003 PERMIT CENTER �wGt: �, Y. 3i�i�: s. �' i' iS, iris.:iiiCii�i.',ti' , `� r • ,: �'f . '� : S ta r -. ,j Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: ❑ Response to Incomplete Le ❑ Response to Co - ton Letter # El Revis' after Permit is Issued City uj Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Plan Check/Permit Number: 2 j - C)CDC // D /aL .T/vFo Project Name: ) k. S D(S Project Address: 12 5th vK- �,�/rr r��- r-tnr. a�� -moo Contact Person: t- -tAsY1■) v Phone Number: ZdG - 7-1"1 ' 19 Summary of Revision: P S(Ci ! (. i= oz u -- n orJ - ro 1 U • I Poss 1 3 -rt✓ 7 -4 , 3AZTE RECER/Elr TY oF TUKWIL A FEB 2 8 2003 'F+MiT CENTER Sheet Number(s): I 5M 2 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Sierra on . L? 0 3 08/30/00 • Return Name and Address: John Sabey Fourth Floor 12201 Tukwila International Blvd. Seattle, Washington 98168 -5121 4))3oO3 13 DOCUMENT TITLE: NAME OF GRANTORS: NAME OF GRANTEE: ABBREVIATED LEGAL DESCRIPTION: ASSESSOR'S PROPERTY TAX PARCEL ACCOUNT NUMBERS: Seattle- 3180220 2 0014354 -00021 ' I ii 1 1111111 20030523002 TRANSNATION TI DECL 28 00 PAGE 001 OF 010 KING COUNTY,UA DECLARATION OF ACCESS, PARKING 8 e AND DRAINAGE EASEMENTS INTERNATIONAL GATEWAY EAST LLC INTERNATIONAL GATEWAY EAST III LLC INTERNATIONAL GATEWAY EAST III LLC Portions of Gov. Lot 15 and SW1 /4 SW1 /4 of Section 10 and SE1 /4 Section 9, T 23 N R. 4 E , W.M., King County, Washington Complete legal descnptions are on Exhibits A, B, C and D of document ( 9ipe 102304 -9084 (Lot 6) 102304 -9080 (Lot 7) 734060 -0602 (Lot 8) 102304 -9078 (Lot 2) Said document(s) were filed for record by Transnation Title as accommodation only. It has not been examined as to proper execution or as to its effeot upon title. 20030523002434.001 RECEIVED CITY OF TUKWILA PERMIT CENTER 17O3 O(oO Seattle - 3180220 2 0014354 -00021 DECLARATION OF ACCESS, PARKING AND DRAINAGE EASEMENTS THIS DECLARATION is made and executed this 21 day of May, 2003, by INTERNATIONAL GATEWAY EAST LLC, a Washington limited liability company ( "IGE "), and INTERNATIONAL GATEWAY EAST III LLC, a Washington limited liability company ( "IGE III") to burden and benefit the Property described below and to benefit the respective current and future owners and tenants thereof. RECITALS A. IGE is the owner of all that certam real property in King County, Washington, descnbed in Exhibit A attached hereto (the "IGE Property "), B. IGE III is the owner of that certain real property described in Exhibits B through D attached hereto (the "IGE HI Property ") (the "IGE Property and the IGE III Property being hereinafter collectively referred to as the "Property "); and C. In connection with a boundary line adjustment being effected concurrently with this Declaration by IGE III, IGE and IGE III desire to create and establish certain drainage and vehicular access and parking easements, licenses, restrictions and servitudes upon certam portions of the Property hereinafter referred to as Lot 2 (the IGE Property), Lot 6 (the portion of the IGE III Property described in Exhibit B attached hereto), Lot 7 (the portion of the IGE III Property described in Exhibit C attached hereto), and Lot 8 (the portion of the IGE III Property described in Exhibit D attached hereto). DECLARATION 1. Access to Lots 6 and 8. IGE III hereby establishes, creates and declares a perpetual, nonexclusive vehicular access and surface water drainage easement for the benefit of Lots 6 and 8 upon, over and across those portions of Lot 7 which are respectively designed and utilized for those purposes by the owner thereof. So long as portions of Lot 7 are made available for such access and drainage, the locations thereof may be modified from time to time as improvements thereon are constructed, altered, repaired and reconstructed. 2. Access to Lot 7. IGE III hereby establishes, creates and declares a perpetual, nonexclusive vehicular access and surface water drainage easement for the benefit of Lot 7 upon, over and across those portions of Lot 6 which are respectively designed and utilized for those purposes by the owner thereof So long as portions of Lot 6 are made available for such access and drainage, including areas that are sufficient for use for access by emergency vehicles, the locations thereof may be modified from time to time as improvements thereon are constructed, altered, repaired and reconstructed 1 20030523002434.002 z `~ 6 00 co 0 cnw w I-- • w w 0 u_ Q 2 • 0 w Z zI- LL! ill O • D. o I- w W O .. z 1L co O ~ z 3 Access to Lot 2 Easement. IGE hereby subjects the current access easement located on Lot 2, as depicted on Boundary Lot Adjustment Numbered L2000 -072 and recorded in King County, Washington, under Document No. 20001213900008, to, and grants to IGE III and its successors in interest to the IGE III Property, a perpetual, nonexclusive easement for surface water drainage and to enable vehicles to enter and depart Lots 6, 7 and 8. 4. Vehicular Parking IGE III hereby subjects Lot 7 to a perpetual, nonexclusive easement for vehicular parking for the owners and tenants of Lot 8 and their respective employees, licensees and invitees to the extent that such parking may be necessary from time to tune for Lot 8 to comply with the then applicable zoning codes. So long as in compliance with such codes, such parking rights shall be subject to designated locations, hours and other restrictions as may be generally applicable to the owners and tenants of Lot 7 and their respective employees, invitees and licensees. 5. Maintenance of Access and Parking Subject to the provisions of Section 6 hereof, the respective owner of each portion of the Property shall remain responsible for undertaking and paying for the maintenance of the access ways, parking spaces and drainage culverts referred to in this Declaration. 6. Assumptions of Risk Each person using the access, parking or drainage areas that are the subject of this Declaration shall do so at its own nsk and shall be responsible for any property damage or personal injury to the extent the same is caused by such person's intentional misconduct or neghgence 7. Interpretation. The Declaration shall be broadly construed to create the nghts and interests that are stated herein, and to that end it is the specific intent of IGE that no easement shall merge with the title to any Lot and all easements shall also be construed as, and this Declaration deemed to create, irrevocable hcenses, restnctive covenants and equitable servitudes and they shall be deemed created and continue to exist regardless of the extent to which title to all of the Property or any two or more of the Lots are vested m one person. 8. No Implied Termination. None of the easements, licenses, covenants or servitudes created by this Declaration shall be terminated by implication, nonuse or abandonment and no release of this easement shall arise by waiver or course of conduct unless such termination or release is evidenced by a recorded agreement to such effect executed by all of the then owners of the Lots affected thereby. 9. Enforcement This Declaration is specifically enforceable and in the event any person brings any action to so enforce this Declaration or recover any damages as a result of any breach hereof the prevailing party shall be reimbursed by the losing party for its costs and attorneys' fees therein incurred Seattle- 3180220 2 0014354 -00021 2 20030523002434.003 • 10 Successors and Assigns. The terms, covenants and conditions contained in this Declaration shall run with the Property and bind and inure to the benefit of the successors in interest to each of the above demised Lots; provided, however, no person who was an owner of any Lot shall be liable for any acts or omissions relating thereto under this Declaration which occur after the date such owner conveys said Lot to any other person. IN WITNESS WHEREOF, IGE has executed this Declaration as of the day and year first above written. STATE OF WASHINGTON COUNTY OF KING Seattle- 3180220 2 0014354 -00021 ) ss INTERNATIONAL GATEWAY EAST LLC, a Washington limited liability company, by Sabey Corporation, Manager INTERNATIONAL GATEWAY EAST III LLC, a Washington limited liability company, by Sabey Corporation, Manager 4 By Printed . e: Jo Wkes Al. 146.1 Its: c On this 21. day of May, 2003, before me personally appeared James N . Harmon to me known to be CFO of Sabey Corp . , Mgr. of INTERNATIONAL GATEWAY EAST LLC, the Washington limited liability company that executed the within and foregoing instrument, and acknowledged said instrument to be the free and voluntary act and deed of said limited liability company, for the uses and purposes therein mentioned, and on oath stated that )he was authonzed to execute said instrument on behalf of said limited liability company 3 20030523002434.004 ...4.1.44.4044 ' f •4ti z w re 2 6 00 U) 0 W H � w w g a w 0 I w Z = H Z W I— • W U O - o 1— W w 2 u. O w z O - O 1— z IN WITNESS WHEREOF, I have hereunto set my hand and affixed my official seal the day and year first above written STATE OF WASHINGTON ) ) ss. COUNTY OF KING ) Seattle- 3180220 2 0014354-00021 MARY A HALL STATE OF WASHINGTON NOTARY -• -- PUBLIC MY COMMISSION EXPIRE012 - 10 - 05 MARY A HALL STATE OF WASHINGTON NOTARY --•- PUBLIC MY COMMISSION E 12 -$1-AS Signature: Name (Print): Mary A. Hall NOTARY PUBLIC in and for the State of Washington, residing at Seattle My appointment expires: 12/19/05 On this 21 day of May, 2003, before me personally appeared James N . Harmon , to me known to be CFO of Sabey Corp . , Mgr. of INTERNATIONAL GATEWAY EAST III LLC, the Washington limited liability company that executed the withm and foregoing instrument, and acknowledged said instrument to be the free and voluntary act and deed of said limited hability company, for the uses and purposes therein mentioned, and on oath stated that the was authorized to execute said instrument on behalf of said limited liability company IN WITNESS WHEREOF, I have hereunto set my hand and affixed my official seal the day and year first above written. Signature: L Name (Print). Mary A. Hall NOTARY PUBLIC in and for the State of Washington, residing at Seattle My appointment expires: 12/19 /05 4 20030523002434.005 z - '~ z J U 00 W = F— LL. w uQ a t ._ w z = 1--0 z 1— • w U 0 ON O N w w u. 1 z w • = 0~ z LOT 2 THAT PORTION OF GOVERNMENT LOT 15, SECTION 10 AND THE NORTHEAST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 9, ALL IN TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M , IN KING COUNTY, WASHINGTON DESCRIBED AS FOLLOWS: BEGINNING AT THE WEST ONE - QUARTER CORNER OF SAID SECTION 10; THENCE SOUTH 01 °46'02" WEST ALONG THE WEST LINE THEREOF A DISTANCE OF 107 22 FEET TO A POINT ON SAID LINE; THENCE LEAVING SAID LINE SOUTH 87 °33'12" EAST A DISTANCE OF 512.24 FEET; THENCE SOUTH 01 °46'02" WEST A DISTANCE OF 402.93 FEET; THENCE NORTH 88 °13'58" WEST A DISTANCE OF 616 22 FEET, THENCE SOUTH 85 °07'17" WEST A DISTANCE OF 170.45 FEET TO THE EAST MARGIN OF PRIMARY STATE HIGHWAY NO. 1, SSR 99, PACIFIC HIGHWAY SOUTH; THENCE ALONG SAID EAST MARGIN NORTH 86 °04'33" WEST A DISTANCE OF 5 00 FEET, THENCE NORTH 03 °55'27" EAST A DISTANCE OF 120.50 FEET, THENCE NORTH 37 °36'51" EAST A DISTANCE OF 9014 FEET; THENCE NORTH 03 °55'27" EAST A DISTANCE OF 150 00 FEET, THENCE NORTH 86 °04'33" WEST A DISTANCE OF 10.00 FEET; THENCE NORTH 03 °55'27" EAST A DISTANCE OF 61.90 FEET TO THE BEGINNING OF A 1266.00 -FOOT RADIUS CURVE CONCAVE TO THE WEST; THENCE NORTH ALONG SAID CURVE AN ARC DISTANCE OF 126.11 FEET THROUGH A CENTRAL ANGLE OF 05 °42'27" TO A POINT ON SAID CURVE AND A POINT ON THE EAST -WEST CENTERLINE OF SAID SECTION 9, THENCE LEAVING SAID EAST MARGIN SOUTH 89 °16'45" EAST ALONG SAID EAST - WEST CENTERLINE A DISTANCE OF 224 58 FEET TO THE EAST ONE - QUARTER CORNER OF SAID SECTION 9 AND THE POINT OF BEGINNING SITUATED IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON Seattle- 31 80220 2 0014354.00021 EXHIBIT A [Legal Descnption of Lot 21 A -1 20030523002434.006 • id z w l 2 Oi Y o 00 0 co CO U.1 J = H w J . ? = w z �. � z l- Ill ill O • P- o 1- w • 0 z U = ' o ' " z LOT 6 EXHIBIT B [Legal Description of Lot 61 THAT PORTION OF GOVERNMENT LOT 15 AND THE SOUTHWEST QUARTER OF THE SOUTHWEST QUARTER, SECTION 10 AND THE SOUTHEAST QUARTER, SECTION 9, ALL IN TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M , IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: COMMENCING AT THE WEST ONE - QUARTER CORNER OF SAID SECTION 10; THENCE SOUTH 01 °46'02" WEST ALONG THE WEST LINE THEREOF A DISTANCE OF 107 22 FEET TO A POINT ON SAID LINE; THENCE LEAVING SAID LINE SOUTH 87 °33'12" EAST A DISTANCE OF 512.24 FEET; THENCE SOUTH O1 °46'02" WEST A DISTANCE OF 402.93 FEET; THENCE NORTH 88 °13'58" WEST A DISTANCE OF 616 22 FEET TO THE TRUE POINT OF BEGINNING; THENCE SOUTH 32 °09'15" EAST A DISTANCE OF 26.64 FEET, THENCE SOUTH 22 °04'16" EAST A DISTANCE OF 102.75 FEET; THENCE SOUTH 79 °36'57" WEST A DISTANCE OF 226 41 FEET TO A POINT ON THE EAST MARGIN OF PRIMARY STATE HIGHWAY NO. 1, SR 99, PACIFIC HIGHWAY SOUTH, SAID POINT BEING ON A NON - RADIAL 1061.00 FOOT - RADIUS CURVE CONCAVE TO THE EAST AND FROM WHICH THE RADIUS POINT BEARS NORTH 86 °08'14" EAST; THENCE NORTHERLY ALONG SAID MARGIN AND SAID CURVE AN ARC DISTANCE OF 144 20 FEET THROUGH A CENTRAL ANGLE OF 07 °47'13" TO A POINT ON SAID MARGIN AND SAID CURVE; THENCE LEAVING SAID MARGIN AND SAID CURVE ALONG A NON - RADIAL LINE NORTH 85 °07'17" EAST A DISTANCE OF 170 45 FEET TO THE POINT OF BEGINNING. SITUATED IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. B -1 Seattle - 3180220 2 0014354-00021 20030523002434.007 ;1,'_ iiLiui,G ' . .i.- �i'y.'.6i:6rwJiat:6`t;:a'ui :wu Jx ddpuuw•a y,, LOT 7 THAT PORTION OF GOVERNMENT LOT 15 AND THE SOUTHWEST QUARTER OF THE SOUTHWEST QUARTER, SECTION 10 AND THE SOUTHEAST QUARTER, SECTION 9, ALL IN TOWNSHIP 23 NORTH, RANGE 4 EAST, W M., IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: COMMENCING AT THE WEST ONE - QUARTER CORNER OF SAID SECTION 10; THENCE SOUTH 01 °46'02" WEST ALONG THE WEST LINE THEREOF A DISTANCE OF 107.22 FEET TO A POINT ON SAID LINE; THENCE LEAVING SAID LINE SOUTH 87 °33'12" EAST A DISTANCE OF 512.24 FEET, THENCE SOUTH 01 °46'02" WEST A DISTANCE OF 402 93 FEET, THENCE NORTH 88 °13'58" WEST A DISTANCE OF 616 22 FEET; THENCE SOUTH 32°09'15" EAST A DISTANCE OF 26.64 FEET, THENCE SOUTH 22 °04'16" EAST A DISTANCE OF 102.75 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING SOUTH 22 °04'16" EAST A DISTANCE OF 117.83 FEET TO A POINT ON THE WEST LINE OF SAID GOVERNMENT LOT 15; THENCE LEAVING SAID WEST LINE SOUTH 20 °30'45" EAST A DISTANCE OF 471 28 FEET, THENCE SOUTH 01 °46'02" WEST A DISTANCE OF 433 06 FEET, THENCE NORTH 89 °18'15" WEST A DISTANCE OF 252.04 FEET TO THE EAST MARGIN OF PRIMARY STATE HIGHWAY NO 1, SR 99, PACIFIC HIGHWAY SOUTH; THENCE NORTHERLY ALONG SAID EAST MARGIN NORTH 07 °52'07" WEST A DISTANCE OF 342 12 FEET TO AN ANGLE POINT ON SAID MARGIN, THENCE CONTINUING ALONG SAID EAST MARGIN NORTH 12 °23'03" WEST A DISTANCE OF 455 20 FEET TO THE BEGINNING OF A 1061.00 FOOT - RADIUS CURVE CONCAVE TO THE EAST, THENCE NORTHERLY ALONG SAID MARGIN AND SAID CURVE AN ARC DISTANCE OF 157.80 FEET THROUGH A CENTRAL ANGLE OF 08 °31'17" TO A POINT ON SAID MARGIN AND SAID CURVE, THENCE LEAVING SAID CURVE AND MARGIN ALONG A NON - RADIAL LINE NORTH 79 °36'57" EAST A DISTANCE OF 226.41 FEET TO THE POINT OF BEGINNING. SITUATED IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON Seattle- 3180220 2 0014354.00021 C -1 EXHIBIT C [Legal Description of Lot 7] 20030523002434.008 LOT 8 THAT PORTION OF GOVERNMENT LOT 15 AND THE SOUTHWEST QUARTER OF THE SOUTHWEST QUARTER, SECTION 10 AND THE SOUTHEAST QUARTER, SECTION 9, ALL IN TOWNSHIP 23 NORTH, RANGE 4 EAST, W M , IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS COMMENCING AT THE WEST ONE - QUARTER CORNER OF SAID SECTION 10; THENCE SOUTH 01 °46'02" WEST ALONG THE WEST LINE THEREOF A DISTANCE OF 107.22 FEET TO A POINT ON SAID LINE, THENCE LEAVING SAID LINE SOUTH 87 °33'12" EAST A DISTANCE OF 512.24 FEET, THENCE SOUTH 01 °46'02" WEST A DISTANCE OF 402.93 FEET, THENCE NORTH 88 °13'58" WEST A DISTANCE OF 616.22 FEET; THENCE SOUTH 32 °09'15" EAST A DISTANCE OF 26.64 FEET; THENCE SOUTH 22 °04'16" EAST A DISTANCE OF 220.58 FEET TO A POINT ON THE WEST LINE OF SAID GOVERNMENT LOT 15; THENCE LEAVING SAID WEST LINE SOUTH 20 °30'45" EAST A DISTANCE OF 471.28 FEET; THENCE SOUTH 01 °46'02" WEST A DISTANCE OF 433 06 FEET TO THE TRUE POINT OF BEGINNING, THENCE CONTINUING SOUTH 01 °46'02" WEST A DISTANCE OF 129.92 FEET; THENCE SOUTH 88 °13'58" EAST A DISTANCE OF 321.41 FEET, THENCE SOUTH 01 °46'02" WEST A DISTANCE OF 367.67 FEET TO THE NORTH MARGIN OF SOUTH 126TH STREET, THENCE NORTH 89 °18'50" WEST ALONG SAID MARGIN A DISTANCE OF 100.03 FEET, THENCE SOUTH 01 °46'02" WEST A DISTANCE OF 10.00 FEET; THENCE NORTH 89°18'50" WEST A DISTANCE OF 20.00 FEET TO THE WESTERLY MARGIN OF 34TH AVENUE SOUTH; THENCE SOUTH 01 °47'05" WEST ALONG SAID WEST MARGIN A DISTANCE OF 244 07 FEET TO THE SOUTHEAST CORNER OF LOT C OF BOUNDARY LINE ADJUSTMENT NO. 89-6-BLA, RECORDED UNDER KING COUNTY RECORDING NO. 8908161260; THENCE NORTH 88 °48'42" WEST ALONG THE SOUTH LINE THEREOF A DISTANCE OF 277 34 FEET TO THE EAST MARGIN OF PRIMARY STATE HIGHWAY NO. 1, SR 99, PACIFIC HIGHWAY SOUTH, SAID POINT BEING ON A NON - RADIAL 1860 00 FOOT - RADIUS CURVE CONCAVE TO THE EAST AND FROM WHICH THE RADIUS POINT BEARS NORTH 73 °28'18" EAST, Seattle- 3180220 2 0014354 -00021 EXHIBIT D [Legal Description of Lot 8] D -1 20030523002434.009 erg z z a w O 0 • w J U w O 0 2 w ? u' a I— Li Z = O Z w • w U � O 52 O I— wW I- � U. z • = 0 I z THENCE NORTHERLY ALONG SAID MARGIN AND SAID CURVE AN ARC DISTANCE OF 134.53 FEET THROUGH A CENTRAL ANGLE OF 04 °08'39" TO THE POINT OF TANGENCY, THENCE CONTINUING ALONG SAID EAST MARGIN NORTH 12 °23'03" WEST A DISTANCE OF 294 34 FEET TO AN ANGLE POINT ON SAID MARGIN; THENCE CONTINUING ALONG SAID EAST MARGIN NORTH 07 °52'07" WEST A DISTANCE OF 229.45 FEET; THENCE LEAVING SAID EAST MARGIN SOUTH 89°18'15" EAST A DISTANCE OF 252.04 FEET TO THE POINT OF BEGINNING SITUATED IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON Seattle -31 80220 2 0014354 -00021 D -2 20030523002434.010 d:allitL4•; „'r tit.k i�u3 tty w.. wSy .ii.::. +:_....t....W..s�..,...« .,s ,.... EXPIRATION DATE 12 -31 -2003 DATE ISSUED 12/20/2002 LICENSE NUMBER 03 -242 FEE PAID $100.00 SALES TAX CODE No.1729 & ed44ta— CITY CLERK DEPARTMENT OF LABOR AND INDUSTRIES F625.05 24H)1) (3/97) REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL REGIST,:..`;# . .•CEXP - : DATE CCO1. ' $ ABEYCT033KM 61/06/2005 EFFECTIVE DATE 05/14/1997 SABEY CONSTRUCTION `INC' 12201 TUKWILA.INT'L BLVD 4TH FLOOR • SEATTLE WA 98168 -5121 Detach And Display Certificate City of Tukwila, Washington BUSINESS LOCENEE 281 -8700 General Contractor TELEPHONE NATURE OF BUSINESS LICENSEE AGREES TO COMPLY WITH ALL THE REQUIREMENTS OF CITY ORDI- NANCES AND STATE LAWS APPLICABLE TO THE BUSINESS ACTIVITY LICENSED HEREUNDER. Sabey Construction, Inc. 12201 TUKWILA INTL BLVD 4 FLR TUKWILA WA 98168 -5121 This license is to be displayed conspicuously at the location of business and is not transferable or assignable. i z z re W 00 to J H 0 2 .J lL w = W _ Z F I- 0 Z t— W U 0 O - W W • O .. W O ~ z I f .ET INDEX ai 9.3 93 G4 O G G7 Gtr G9 G10 3K1 KEYSTONE WALL F ' , ; 11 t , i i ; L._—fROJEC LINTS OVERALL SHE PLAN EASING CONDITIONS TIC AND DRAINAGE PLAN MC Non DRAINAGE PLAN WC AND DRAINAGE PLAN TESL AND DRAINAGE PLAN IESC AND DRAINAGE DETAILS GRADING PLAN GRADING PLAN CO+IPOSITE UTILITY PLAN COMPOSITE UTIUTY PLAN SI RETAINING WALL i D d4 ■ L� I I iil� ! I I • i i I f t i i i l i i! 1 1. Ammo- c_ENEAAL NOTE$ 1. AT LEAST ONE WEEK BEFORE BEGINNING (*INSTRUCTION, CONTACT PUBLIC WORKS U11U1ES INSPECTOR AND SCHEDULE A PRECCNSTRUCIION MEETING 2. NOTIFY THE UTILITIES INSPECTOR AT 206 -433 -0179 AT LEAST 46 HOURS BEFORL STARTING PROJECT SIZE WORK 3. REQUEST A PUBUC WORKS UTILITY INSPECTION AT LEAST 24 HOURS N ADVANCE BY CALLING 206 -433- -0179. 4. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORKER SAFETY, AND DAMAGE TO STRUCTURES AND imPROVEMENTS RESULTNG FROM CONSTRUCTION OPERATIONS. 5 1HE CONTRACTOR SHALL HAVE THE PERWi1';) AND CONDITIONS, THE APPROVED PLANS, AND A CURRENT COPY OF CITY OF TUKWILA INFRASTRUCTURE DESIGN kNO CONSTRUCTION STANDARDS AVAILABLE AT NE JOS SITE. 6. ALL WORK SHALL CONFORM TO THESE APPROVED DRAWINGS. ANY CHANGES FROM THE APPROVI D PLANS REQUIRE PRE - APPROVAL FROM THE OWNER, THE ENGINEER, AND THE CITY OF 1UKWILA. 7. ALL METHODS ANC MATERIALS SHALL MEET CITY OF TUX VAL A INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS. UNLESS OTHERWISE APPROVED BY THE PUBLIC WORKS OPEC TOR 8 THE CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON -SITE 9 THE CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APPROVAL 10. THE CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC WORKS APPROVAL BEFORE MIPLEMENTATION 11 THE CONTRACTOR SHALL REPLACE, OR RELOCATE ALL SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. r, A PORTION OF THE SE 1/4 OF THE SE 1/4, SECTION 9 AND A PORTION OF THE SW 1/4 OF THE SW 1/4, SECTION 10 ALL IN T. 23 N., R. 4 E., W.M. ,Pf s- --� IIIIIIitl�Illllii�lllll lillllil±� --',, Ir !fllll1111 11im u IIIII / ∎A 1 LANCE MUELLER 6 ASSOCIATES AR C W1'I I T E C TS • * I A 130 LAKESIDE • SEATTLE, WA 98122 • 206 325 2553 SABEY CORPORATION IMMIGRATION AND NATURALIZATION SERVICE SEATTLE DISTRICT OFFICE 12500 TUKWIA INTERNATIONAL BLVD. SEATTLE, WASHINGTON lob nik DAS00021 drew by CJL oMokeO tw OVERALL SITE PLAN LAND ALTERING IT • II IMP II • w /Al MIN INN NO. REV • . WILA RE LAMA ALTERING PERMT SUBMITTAL ISSUE L'. DATE DATE BEET G1 ....--- --- .. -..... __.._4,_.__._._ .,•••.- -. -..- 12. ALL WORK AND MATERIALS MALL BE IN ACCORDANCE WITH THE 'STANDARD SPECIFICATIONS FOR ROAD, BRIDGE. AND MUNICIPAL CONSTRUCTION, WASHINGTON STATE DEPARTMENT OF TRANSPORTATION AND AMERICAN PUBLIC WORKS ASSOCIATION, WASHINGTON STATE CHAPTER, 2002 EDITION. TOGETHER 1M TH THE LATEST mum OF THE CITY CF TUK VILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS. 13. IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN STREET USE AND AN OTHER RELATED PERMITS PRIOR TO ANY CONSTRUCTION AC TINTY, 14. ALL LOCATIONS OF EXISTING UTILITIES SHOWN HEREON HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND c>•OuLD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPUTE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILI TY LOCATIONS SHOWN, AND TO FURTHER DISCOVER AND AVOID ANY OTHER UTIUTTES NOT SHOW HEREON WHICH MAY BI: AFFECTED BY THE IMPLEMENTATION OF THIS PLAN .OF THIS PLAN. THE CONTRACTOR SHALL CONTACT THE UTILITIES UNDERGROUND LOCATION SERVICE (1- 800 -424- 5555) PRIOR TO LONSTRUCTION. THE OWNER OR H!S REPRESENTATIVE SHALL BE IMMEDIATELY CONTACTED IF A UTILITY CONFLICT EXISTS. \ .r.. - MINIS* 111111111M. \ 1 \ 0 PROJECT L CS MINIM SUMS ...I .�. err r of • BENCMMARk Q _DATUM EAST ONE- QUARTER QUi.RTER SECTION 9. T23N,R4E. WM TOP OF 2 PIPE W/BRASS .AP CALL FOR U11UTY LOCATES BERME YOU DIG *4100424-151/68 ■ I L PROJECT DATUM =14 45 PROJECT DATUM =88 NAND t 0.38 FEET art of $M 29 I i I I I PROJECT LMB �l , b Swum aril woo Ivy 599 i i i ViCINITY MAP NO SCALE ii :; tl • I NO RTH t 0 20 40 80 COAAEC ON LTR#t. These plies trots bees reviewed by the Public Works Department Ter aonformenoe with currant City eteada>rde. Acceptance is subject to errors and omission "ii°L di Mot emioriae violet of a 10 d ar *dimness. The nelsoasibility for the. Wenn, of the asap sects al with the &mum Additions, dekko or wines r Ike» *win. slier the doe will void Iris a111 epr4 for win sub of wlr final acceptance is athiset to field he Public Worn utilities in )ate: By: st y tZ 120 NICENIO aft CV TUNIMLA MAY 0 2 c':03 TNT COMER DAVID EVANS ® mom ASSOCIATES INC. 1820 Marine view Drive, Su> a 200 Everett Washington 98201 Phone. 425.259.4099 ammo en ■iros■ " • S .., 4.„ N N. • \ s.... ."..."'"•• ....... ...ma. T.. ..... „ 1 1. ■—.— ... ; ... -----„, ..... • ••••■••••••••• ■ V co cil C===.) MM. ■■■••■'' I■No. ••■•■• •••■• ca.." ........ ....■•■••■ .ana •••• — 1 •••■■ •MI /07 ..... - .14/1/."- Shod _ .... 40 Os. ••••••.•••••••••• 01.11,• •••••■•■• _I... -" .. .. .... A" ........ ■••••■•■■ a.m.•••■ ■•••'..........- ••■■ •mam. ■•■••■ sm.." .1•1 OEM, a W... IA. 4•••■■ ••■■• ■•••••• ....'" ..'"-... ,....' ••••,................"' .....' Ay."... . —,•'' ,'' _ .....' .... ,•••■•■■ j -. , ..• ix • ...... X......•.■ I ' X --..... 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N , ‘W N,„ Niss N'll,lowaMs II \ . ■•• ...... ...... • ■■ ■ • \ \ ■ X • •■■•Iha..• T. = .. „X .. . i p............ ■■ .11 .. ..... j 1 :1;111; ' 1 1 ,1 st , I - ',tug, gig :11 1111111:1 ;III ■••1111■ EZ) ........ .111M111.1., r \*" " • "%'% - , I itI Nimsood... s i tr. — 14r-1— I I II II II II II II II li I I I II II II II I I 1 1 • . ! .... .01,09r: \ ‘ \ 1 Ilk \ l \ I . 1 yr/ ( \\ , . % I % jilt . \ i \ l• , \01 .‘„, a -. - 1 ir ` \ 1 0% \ S - 1 % ) \ \ h ..‘ t s ‘,/ \ ■ I % , \ 1 11144•1 II II If stk • II 6 arreepoizeeosochasesiA‘p\ wee3eveVeedee4Vd - ewes iy/geiye ye : • 49 • a i i 30 •.` l • .; ‘E- Ls- I I / I / 1 / i ; s$ T ITS !� FENCE F AIl INDICATES gst LIM i i PARKING GARAGE 1. 11l; EROSION PREwNnow AND SEDIMENT CONTROL (ESC) MEASURES ON THE APPROVED PLANS ARE MINIMUM REOUMEMENTS. 2. AFORE BEGINNING AMY CONSTRUC11ON AC TPATY, ESTABLISH THE CLEARING WITS AND INSTALL CONs1RUC1wl ENTRANCE. 3. BEFORE ANY OROUND DISTURBANCE OCCURS, ALL DOMVSIREAM EROSION PREVENTION AND SWUENT CONTROL MEASURES ESC) Must BE CONSTRUCTED AND IN OPERATION. INSTALL AND MAINTAIN ALL ESC MEASURES ACCORDING TO THE ESC 4. ESC MEASURES, MICUUDNG AU. PERIMETER CONTROLS, MALL REMAIN IN PLACE UNTIL FINAL SITE CONSTRUCTION IS COLLETED AND PERMANENT STABILIZATION IS ESTABLISHED & RROII MAY 1 1NR000N SEPTEMBER JO, PROVIDE TEMPORARY AND PERMANENT COVER ME ASURES TO PROTECT DISTURBED AREAS THAT 1rI1L'. REMAIN UNWORKED FOR SEVEN DAYS OR MORE 6. FROM OCTOBER 1 THROUGH APRIL 30. FRO1DE TEMPORARY AND PERMANENT COMER MEASURES TO PROTECT DISTURBED AREAS THAT will REMAIN UNWORKED FOR TWIJ DAYS OR MORE IN ADDITION TO COVER MEASURES, THE CONTRACTOR SHALL. 177"----41. t 4 7 • --- , ' - _UIIII's OF CLEARIIG ------- -ter• .mil• �.� - \ PROTECT STOCKPILES AND STEP CUT AND FILL SLOPES F UNWORKED FOR MORE THAN 12 HOURS STOCKPILE ON SUE, ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS 7. BY OCTOBER 8, SEED ALL AREAS THAT VAL, REMAIN UNWORKED DURING THE MET SEASON (OCTOBER 1 THROUGH APRIL 30). MULCH AU SEEDED AREAS. & THE IMPLEMEP +ATION OF THESE TESC PLANS AND THE CONSTRUCTION, MAINTENANCE. REPLACEMENT, AND UPGRADING Of THESE TESC FACILITIES IS THE RESPONSIBILITY OF THE APPLICANT /TESC SUPERVISOR UNTIL ALL CONSTRUCTION IS APPROVEG 9. A 'FOSS STREAMGUARD INSERT" OR EQUAL SHALL BE INSTALLED IN ALL CATCH BASINS ADJACENT TO OR RECEIVING DRAINAGE FLOW FROM NEARBY WORK AREAS. 10. THE TESC FACILITIES SHOWN ON THIS PLAN MUST BE CONSTRUCTED PRIOR TO OR IN CONJUNCTION MATH ALL SITE IMPROVEMENTS TO THE EXISTING BUILDINGS SO AS TO ENSURE THAT THE TRANSPORT OF SEDIMENT TO SURFACE WATERS. DRAINAGE SYSTEMS. AND ADJACENT PROPERTIES IS MINIMIZED 11. ANY AREA NEEDING TESC MEASURES. NOT REQUIRING IMMEDIATE ATTENTION, SHALL BE ADDRESSED WITHIN FIFTEEN (15) DAYS TYPE II 48 SOLID COVER =85 50 IE =77.7912' IN I AND W IE =78.85 12' IN N IE =61.87 12' N S •tit' IEa61 62 15" OUT "'6R.85.3Q w " IE -81:40 12. THE TESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED A MINIMUM OF ONCE A MONTH OR WITHIN 48 HOURS FOLLOWING A STORM EVENT. 13. AT NO TIME SHALL MORE THAN ONE (1) FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE WITHIN A CATCH BASIN. ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT -LADEN WATEP INTO THE DOWNSTREAM SYSTEM. 14. WMERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED. IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 2 TO 3 INCHES. 15. NO SANDBAGS SHALL BE USED ON THIS SITE. BAGS MAY BE FILLED WITH PEA GRAVEL AND USED ON THIS SITE. 16 WATER SHALL BE USED FOR OUST CONTROL. APPLY WATER WHEN EXPOSED SOILS ARE DRY TO THE POINT THAT WIND TRANSPORT IS POSSIBLE. SPRAY AREA UNTIL WET. DO NOT GENERATE ANY RUNOFF BY SPRAYING. IF NECESSARY, APPLY HYDROSEED OR LIGNIN -BASED TREATMENT TO SLOPES. 17. PAVEMENT AREAS SHALL BE SWEPT ON A ROUTINE BASIS TO MINIMIZE CONSTRUCTION DEBRIS AND SEDIMENT FROM ENTERING THE STORM DRAINAGE SYSTEM. Rr -_ -+� -mos` • • err � ------------------------ - 3- 1. -. 'rrrr ` C) cc r CC e,. ` ;S1!'T FENCE ALSO I --------- ----- ------ 'ss /414,, f / / _ ------ __11 / r :/ ' ; ' , / / - --- it I, / .2222_ _ • .'_ - r - __ --- --rr- - .r - :: -- -� - -- , / _ I \.J ` � f'- 2222 -- -- - -''. -----------1,1-- '' "� / / /; / - I - _ 1 f t ' i ; I UTIUTY NOTES ALL TRENCH EXCAVATION OPERATIONS SHALL MEET OR EXCEED ALL APPUCABLE SNORING LAWS FOR TR ALL TRENCH SAFETY S'STEMS SHALL MEET MISHA REQUMEMENTS. r A PORTION OF THE SE 1/4 OF THE SE 1/4, SECTION 9 AND A PORTION OF THE SW 1/4 OF THE SW 1/4, SECTION 10, ALL IN T. 23 N., R. 4 E., W.M. I I I TS OF CLEARI / ) i I , / / i /, ; -4 /I /j f // /I/ II /I J / ,','/////// / f / , , , , / / /� / /// / . r • // / // /; /, I / ; ', ';; / / ' , / l, ' ~ r , / f , �u / / r 1 J 4 f j I � / : • j rt,�li . ! // f 1 3 ►I 'En O , 4 / / S • I)/: i / 1://1:14 /� ' ' ' : -'/ •'' ' ,. / / , A , - / , �, ,, 1; 1 ` \ - / // / ` \ '/ / /' % L �� , ,/'�' \ ` .mow �`�` /,' /4 J ' 4 :\‘‘'- -'5' `. . e i � ammo aft* - a aro Anew � r� r moor - � -�� ► mom mai mono � � -∎ anew -- • - II ' ! /1/ ; / /,/ ; r 1 1 /1/ //,/,,' / / / , � / //III / 1, ft. , /, / ' / /,'/ / / / / / / 10/ / / / / / •/ / '," r' / , t ., // ' , ' ,-"AV, ' f / 7 , i r• /I .. 1 VI, \ ............... / / / ,, I/ / 0 � \ / \ \ ,• / / / / / I / I / I I / /r ♦ I 1 - ‘I ,, / / / / , 1 / / / / ► /, / / I I' / / , ' % / I /I i / / ! f/ . /' r ' /I l i / II /// / I 1 • 1. PRE-CONSTRUCTION MEETING. 2. FLAG CR FENCE CLEARING UNITS I. POST A SON NTH THE NAME AND PHONE NUMBER OF THE ESC SUPERVISOR. 4 INSTALL CATCH BASIN PROTECTION ADJACEN T TO WORK AREAS. 5. ORADE AND INSTALL CONSTRUCDON ENTRANCES. O. INSTALL PERIMETER PROTECTION (SILT FDICE). 7. CONSTRUCT SEDIMENT PONDS WADE AND STABILIZE CONSTRUCTION ROADS 9. CONSTRUCT SURFACE WATER CONTROLS ONTERCEPTOR DITCHES. RIPE SLOPE DRAINS. ETC.) TOGETHER WITH CLEARING AND GRADING FOR PROJECT \ ,./ \ I / \ ..... - / f 4 \/ , \TYPE 1 ( 7 7."*.-.."4: ------ 7 --- ----------- ..., C O - CEI E- i SOLID COW 49.90 DISPERSION TRENC 4 SEE DETAIL MOM CO CO POOR PCI.E 10. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANcE WTH OTY or TUKWILA STANDARDS. IT. RELOCATE EROSION CONTROL MEASURES OR INSTALL NEW MEASURES SO THAT AS SITE COND111ONS °HANCE NE EROSION AND SEDIMENT LANTROL IS ALWAYS IN ACCORDANCE OATH THE Cf T'UKVALA 11,3C MINIMUM REQUIREm EN TS 12. COvER ALL AREAS THAT *AR BE UNwORKED FOR MORE THAN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE WU SEASON VATH STRAW. WOOD FIBER MULCH, GOMPOST, PLASTIC SHEETING OR EQUIVALENT. 13. STABILIZE ALL AREAS THAT REACH FINAL GRADE Voi THIN •XvEN DAYS. 14 NED OR SOD ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS. 15 UPON cOmPLCTION OF THE GRADING, ALL asiuRBED AREAS MUST BE STABILIZED AND MAPS REMovED IF SILT FENCE ALSO INDICATES UNITS Of CLEARING • ti 1 10 P oNER STRUC'URE OT INSTALL !SR SED POND LANGER NEEDED INSTALL. DEWATERING DEVICE MAINTAIN UNTIL CONSTRUTION IS COMPLETE 34 th Atzk 15 X CO • EROSION AND SEDIMENT CONTROL MEASURES • MEASURE STARIUZED CONSTRUCTION ENTRANCE AT FENCE SILT FENCE ALSO INDICATES LIMITS OF CLEARING CATCH BASIN PROTECTION (SEE NOTE 9, SHT G3) INTERCEPTOR SWALE TEMPORARY PIPE SLOPE MULCH AND/OR MATING 'TEMPORARY SEEDING PRESERVE NATURAL VEGETATION nod acceptance is subject to field inspecdon by \ the P.iblic Wanks utilities inspector. Date BY: petwr CENTER -.. Time pins brat been reviewed by the Public Coy vonshedir. Aceepasice is subject to erten and minim which do not method= violetioas 7; she adequecy of the desigo rests many with Ihn Animus. iiirkfitions, ddetions #3r reviews to dies `- aka this due will void this euxpomice -., in require resubinittal el revised daininp seceven DAVID EVANS ^No ASSOCIATES floc. len vv. Marine Vrew Drive. Suite 200 Everett Washington 98201 Phone: 425.259.4099 130 LAKESIDE • SEATTLE, WA 98122 • 206 325 2553 SABEY CORPORATION IMMIGRATION AND NATURALIZATION SERVICE SEATTLE DISTRICT OFFICE 12500 TUKWILA INTERIVATIONAL BLVD. SEATTLE, WASHINGTON Rob no. GJL checked by TESC AND DRAINAGE PLAN MI LAND AL Riot IMMIll MN REV PER CITY OF TUKWILA RENEW IMMO INN ISSUE DATE ISSUE DATE ,G3 ♦ 6' TEMPORARY CONSTRUCTION �`` FENCE 6' TEMPORARY CONS - FENCE PUCTION 6' TEMPORARY,__ CONSTRUCTION FENCE � __ Y I -- -- r - -- -- ,.� EXIST GR')UND -- -- ------- - -- --- /---SEDIMENT SEDIMENT _ SEE DE1 "RAP DEVICE ___ FIN _ ' -_ -, ADE I •_- ,- -_ FIN GRADE SEDIMENT TR DEWATERING SEE DETAIL I a 6E VICE MAX CAL 2 WA TER EL . MAX WATER E 12.85 1 • - • 1111 i la out_ • . __ 1 BAFFLE E =9.35 CELL BOTTOM, _ TOF BAFFLE ;2 1 ---- 18" IN �( JJ CELL 1 £La 8.35 E =7.40 CELL 2 A E1 =6.00 EL =5.40 A4111 - _ ._ / . ULT4IA BLOCK BAFItLE _. CELL BOTTOM 12' SED EL =4.40 STORAGE ORARY UC TION 6' TEMPORARY CONS - FENCE PUCTION � __ GROUND ST glNp __ r -- -- •_- ,- -_ FIN GRADE SEDIMENT TR DEWATERING SEE DETAIL I a 6E VICE MAX CAL 2 WA TER EL . ti 1 • . 1111 i la out_ • . __ 1 BAFFLE II =9.35 1 - + , EL =8.35 (ULTRA BLOCK BAFFLE A r . 1 I UJ i...._U , , / . Q c > 20 10 P -25' MIN (OPTIONAL) 12' MIN. 4" -8" QUARRY SPALLS PLACE GEOTEXTILE UNDER SPALLS STABILIZED CONSTRUCTION ENTRANCE SECTION NO SCALE MIN 18" LATERAL LENG ANCHOR BLOCK NORTH POND SECTION 00NCRETE mew KEYED INTO UNDISTURBED SOIL AS SHOWN TRENCH WALL et SCALE: H:1"=20 V:1' 5' 6" MIN 6' MIN 4 NOTE: CONCRETE ANCHOR BLOCK SMALL NOT BE INSTALLED WHIN 6' OF A PIPE A1NT STORM PIPE ANCHOR DETAIL NO SCALE p 20 10 NOTCHED GRADE BOARD 2'x2" NOTCHES I oc A PORTION OF THE SE 1/4 OF THE SE 1/4, SECTION 9 AND A PORTION OF THE SW 1/4 OF THE SW 1/4, SECTION 10, ALL IN T. 23 N., R. 4 E., W.M. PE 0.0. • MIN PLAN NTS DEWATERING ORIFICE, SCHEDULE 40 STEEL STUB MIN DIAMETER =2.5" ---- 18" OUT E =9.35 1 -0" RAIN 18" RISER n - 1! G=. END CAP OR PLUG CL.EANOLIT WYE FROM PIPE 4" OR 6' PERFORATED PIPE LAID FLAT/LEVEL A 1 INFLUENT PIPE (MAX DESIGN FLOW 2 0.5 CFS PER TRENCH) TYPE 1 CB WI SOLID LOCKING COVER CLEANOUT WYE FROM PIPE _II 1•• --- 6' MIN I. lIre.71I 36'x36 "x 18" CONCRETE BASE FLOW TO OTHER BRANCHING CFI'S (AS NECESSARY) !1 NOTES: I . This trench shall be constructed so as to prevent point discharge and /or erosion. it. Trenches may be placed no dorm than 50 feet to one another (100 feet along Aowlin') b. Trench and grade board must be level Align to follow contours of site. •. Support post spacing as required by soil conditions to ensure grade board remoi s Nvel. V on- :LOW TO SECOND DISPERSAL TRENCH (IF NECESSARY) , • Jr. - ..w.- • -- TYPE 1 CB W/ SOLID LOCKING COVER DISPERSION TRENCH SECTION PROVIDE ADEQUATE STRAPPING NORTH POND SCALE: 1 " =2' POLYETHYLENE CAP SEDIMENT TRAP DEWATERING DEVICE V MAX WATER EL -12.85 PERFORATED POLYETHYLENE DRAINAGE TUBING, DIAMETER MIN. 2" LARGER THAN DEWATERING ORIFICE TUBING SHALL COMPLY WITH ASTM F667 AND AASHTO 14294. V EL -9.35 4 EL =8.35 TOP BAFFLE 2x12` REDWOOD OR CEDAR GRADE BOARD N J NO SCALE 6" MIN BOTTOM CELL 2 _I , 1= 1 =1 I 11==111=1 i i= NTS 0.D. MIN "x4" SUPPORT POST •15X MAX rOR FLOW CONTROL/WATER QUALITY TREATMENT IN RURAL AREAS SECTION A -A B FILTER FABRIC 4' OR 6' PERFORATED PIPE LAID FLAT/LEVEL CLEAN (2 5% FINES) 1 1 /2" - 3 /4' WASHED ROCK TOP NORTH POND =8.35 INTERCEPTOR DITCH NO SCALE BAFFLE WALL SECTION SUBGRADE 18" OC 2' GRADE BOARD NOTCHES • - ULTRA 810CK OT NORTH POND =4.40 r. 12' THICKNESS CRUSHED BASE ROCK NORTH POND SCALE: 1' - 4' 11XP? o 6' YE CONS FE ND 20 10 0 N ORTH IS JO EXIST 23 RM ='8.00 IE =8.78 30' EXIST CORE DRILL EXIST CB AND INSTALL NEW 18" 8.78 18 IN PROVIDE BENDS AS RECO T AP DEWATERING DEVICE MAINTAIN UNTIL �ONS IS COMPLETE IE =9.35 4- ' 1 j ll • NORTH POND SECTION RIM =17.00 E =7.35 36" E =8.36 30" PROVIDE BENDS AS r'FQD • ■ • SCALE: H:1' =20' V 1 • =5' \ \ ~ = ` .., 1 ti EXIST CB IE =7.10 6' HIGH TEMP CONSTRUCT,')N FENCE AND 15' CAW_ AS RE XI T •; RIM =1 .36 IE =8.1 36" RIM =16.50 IE =7.66 36" IE =7.66 18" OUT NEW PROVIDE TEMPORARY CORE-DRILL C8 FOR N TEMP SEDIMENT POND 20 10 p ORfR V 44 { Lice plans Lave tx•en tevxti•- r „� *Works Department for ootltlotmanc... ` I City stauditrds. Accep tauCit is Sab)ect to on ... uuuSit4OS which not authorize violations of adV4'tt.d standards 11T ■)rti111&D0« The responsibility • , . h � : u � of the dcs ;Rn rests totally "Pith the , ,•, ,.�. r 'EwlbinTlS 10 ItICl SE POND , will Ta sun' - 101 14000 -4 nl arprovaL l'itrel 1u:c4Iast►cc is .abject to field inspection M arc 1'uhlic Vi cork -` Util;tieb InWector. Dote: try: G TO 36" OUTLET 18" SD PIPE TO r- z:zz i i :4 . 8 / I w x ") A /1 urn ("F TuonmiA MAY 0 ? MINT COON r • DAVID EVANS - ANGASSOCIATES INC. 1620 W. Marine View Drive, State 200 Everett Washington 98201 Phone: 425.259.4099 LANCE MUELLER it ASSOCIATES A A C H I T I E C T O • A S A 130 LAKESIDE • SEATTLE, WA 98122 • 206 325 2553 SABEY CORPORATION IMMIGRATION AND NATURALIZATION SERVICE SEATTLE DISTRICT OFFICE 12500 TUCWI,A INTERNATIONAL BLVD. SEATTLE, WASHINGTON job na DASC0021 mon by GJL docked lw TESC AND DRAINAGE PLAN LAND AL • 3 T PA R Ev ptr � . wtLA *• gm:m IINI DATE NO. DATE SHEET G5 N 1 •v..� '!ttl 3'�"'L'! . ve -.mew t"Waliell$041100kw"' -" a'iI.+ 1'' -M,. J - __FENCE AT T.' SEE ARCH PL OF WALL S T HIGH AIN LINK NCE 6' HIGH F LINK FENCE x KEYSTONE WALL E1N GR . . ■ _ ULTRA BLOCK WALL Q MAX WATER EXIST EL 62 14 GROUND - N_ , ., . . . . . . P I I OP -63.50 BLOCK WALL- - : •-, /- EXIST GROUND 6' HIGH CHAIN UNK FENCE W. V O W S x . V MAX WATER EL FIN GRADE 62.14 x TRA BLOCK WALL - T - •.20 TOP= 5 4' C r sTn - _ { lik \,................ V W •.W.S. EL =58.00 ■ - - STORAGE 4 DEAD STORAGE I NCE NDADONS �. POND BOTTOM - . ��- - BAFFLE NTRUT POND = F SOICO L S POND C LINER IN I KEOT£CHNICAI TOP 57.1 e L WITH EL =5 .00 12- SEDIMENT ST 'AGE - #3 BAR EACH CORNER /3 BAR EACH SIDE 70 ULTR 60 50 CONS SOIL WITH I RISER SECTION 15" OUT E -55.50 12' SECTION PRECAST BASE SECTION (MEASUREMENT AT THE TOP OF THE 8AS() CATCH BASIN TYPE 1 NO SCALE OEWATERNC ORIFICE. SCHEDULE 40 STEEL STUB MIN DIAMETER= I EL -59.00 15' RISER •3 BAR EACH WAY NOTES: 1- CATON BASINS SHALL BE CONSTRUCTED N ACCORDANCE MOH ASTIR C478 (AASHTO M 19B)) A C890 UNLESS OTHERWISE 910MN ON PLANS OR NOTED IN THE WSDOT /APWA STANDARD SPECIFICATIONS _. AS AN ACCEPTABLE ALTERNATIVE TO REBATE WELDED MIRE FABRIC HAVING A MN. AREA OF Q12 SQUARE INCHES PER FOOT MAY BF USED MELDED ROE FABRIC SHALL C•IPLY TO ASTM A497 (4ASHTO M 221). MARE FABRIC SHALL NOT BL PLACED N KNOCKOUTS. 3 ALL REINFORCED CAST -N- PLACE CCEICRETE SHALL BE CLASS 4000. 4 PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS. KNOCKOUTS SHALL HAVE A WALL THICKNESS OF ?' MIN. ALL PIPE SHALL BE INSTALLED N FACTORY PROVDED KNOCKOUTS. UNUSED KNOCKOUTS NEED NOT BE GROUTED IF WALL IS LEFT INTACT 5. KNOCKOUT OR CUTOUT HOLE SIZE IS EQUAL TO PIPE OUTER DAM PLUS CATCH BASIN WALL THICKNESS 1 KNOCKOUTS MAY BE ON ALL 4 SIDES WITH MAX. DIAM. OF 20' KNOCKOUTS MAY BE EITHER ROUND OR "D' SHAPE 7. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION AND RISER SECTION SHALL NOT EXCEED 1 /2'/FT. & CATCH BASIN FRAME AND GRATE SHALL BE N ACCORDANCE NTH STANDARD SPECIFICATIONS AND MEET THE STRENGTH REQUIREMENTS OF FEDERAL SPECIFICATION RR -F -620 MATING SURFACES SHALL BE FINISHED TO ASSURE NON - ROCKING FIT NTH ANY COVER POSITION I. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOW* OR CAST INTO RISER 10. MAX. DEPTH FROM FINISHED GRADE TO PIPE INVERT SHALL BE 5' -0 11. EDGE OF REDUCING SECTION OR BRICK SHALL NOT BE WORE THAN 2' FROM VERTICAL EDGE OF CATCH BASIN WALL SOUTH POND SECTION SCALE: H:1 " =20' V:' " =5' MIN 30 "x30 "x113' CONCRETE BASE �-- POLYETHYLENE CAP SEDIMENT TRAP DEWATERING DEVICE SOUTH POND A PROVIDE ADEQUATE STRAPPING PERFORATED POLYETHYLENE DRAINAGE TUBING, DIAMETER MIN 2' LARGER THAI DEWATERING ORIFICE. TUBING SHALL COMPLY WITH ASTM F667 AND MSHTO M294. SCALE. 1 " =2' REINf ORCNG STEEL (FOP PRECAST BASE AND INTEGRAL RISER ONLY) 0.23 SO N/FT N EACH DIRECTION FOR 48" OA 0.19 SO IN/FT IN EAoi DIRECTION FOR 54• DIA 0.25 SO 1N/FT N EACH DIRECTION FOR 60" DIA 0.35 SO 1N/FT N EACH DIRECTION FOR 72" DIA 0 SO IN/FT N EACH DIRECTION FOR 96" DIA • 0' RING 6 MIN PRECAST BASE JOINT A PORTION OF THE SE 1/4 OF THE SE 1/4, SECTION 9 AND A PORTION OF THE SW 1/4 OF THE SW 1/4, SECTION 10, ALL IN T. 23 N., R. 4 E., W.M. 70 60 50 9 70 60 50 - _ RAMIE b MATE 6" WAX �. M1JJS1ME H 1 SEC11011 (LErF.LNG BRICKS OR (NUDE RINGS OPTIONAL) STEPS OR LADDER 48' DIA -8' 54• DIA. -8 60' DIA -6' 72' PA. -8' 96' DIA - 12' PRECAST BASE AND NTEORAL RISER ACCEPTABLE BEDDING MATERIAL 6' MIN COMPACTED DEPTH FOR PRECAST BASES ONLY 1' FOR 48'. 54'& 60' DIA r 1 2' -0' FOR 72' & 96" DIA RENFORONG STEEL (FOR PRECAST BASE AND NTEGRM RISER ONLY) 0.15 SO IN/FT IN EACH DIRECTION FOR 48' OLA 0.19 SO IN/FT IN EACH DIRECTION FOR 54' PIA 0.25 SO IN/FT IN EACH DIRECTION FOR 60' DIA 0.24 50 N/FT N EACH DRECTION FOR 72' DIA 0.29 SO IN/FT IN EACH DIRECTION FOR 96' DIA SEPARATE CAST N PLACE BASE OR SEPARATE PRECAST BASE CATCH BASIN TYPE II 48' TO 96' NO SCALE DEBRIS CAGE SEE DETAIL THIS SHEET OVERFLOW ELEV =62.14 15' SD INLET FROM C8 E -S I. CATCH RABBIS SHALL N CONSTRUCTED N ACCORDANCE WITH ASTIR C 478 ( AASHTO M 19S) AND ASTIR C 890 UNL SEE OTHERWISE NOTED N NE WSDO1 /APWA STANDARD SPECIFCAT1ONS �. HANDHOLDS N ADJUSTMENT SECTION SHALL HAW r MNIMIM CLEARANCE STEPS IN CATCH BASIN SHALL HAVE 6' MINIMUM CLEARANCE. a ALL REINFORCED CAST-IN-PLACE CONCRETE SHALL BE CLASS 4000. ALL PRECAST CCNORETE SHALL BE LASS 4000 NI. PRECAST BASES SHALL BE FURNISHED NTH CUTOUTS OR KNOCKOUTS. KNOCKOUTS SHALL HAW A WALL THICKNESS OF 2" lid. UNUSED KNOCKOUTS NEED NOT BE GROUTED IF WALL IS LEFT INTACT PIPES SHALL BE INSTALLED OILY IN FACTORY KNOCKOUTS UNLESS OTHERWISE APPROVED BY THE ENGNEE R. S IWOCxOUT OR CUTOUT HOLE 512E SHALL EQUAL PIPE OUTER DIAMETER PLUS MANHOLE WALL THICKNESS MAXIMUM HOLE SIZE SHALL BE 36' FOR 48' C.B , 42' FOR 54" C.B.. 60' F 1R 72 C.B., 84' FOR 96' C.B., MINIMUM DISTANCE BETWEEN HOLES SHALL BE 8' FOR or AND 54' C.8 , 12' FOR 72' AND 96' 26. 6. CATCH BASIN FRIES AND GRATES OR COVERS SHALL OE IN ACCORDANCE NTH STANDARD SPECIFICATIONS AND MEET THE STRENGTH REOUIIEMENTS OF FEDERAL SPECIFICATION RR- F -621D MATING SURFACES SHALL BE FINISHED TO ASSURE NON - ROCKING FIT NTH ANY COVER POSITION. I. ALL BASE REINFORCING STEEL SHALL HAVE A MINIMUM YIELD STRENGTH OF 60.000 PSI AND BE PLACED IN THE UPPER HALF OF THE BASE NTH 1' MINMJM 0EARANCE 8. FOR HEIGHTS OF IT OR LESS. MINIMUM SOIL BEARING VALUE SHALL EQUAL 3.300 POUNDS PER SQUARE FOOT. FOR HEIGHTS OVER 12'. MIN SOIL BEARING VALUE SHALL EQUAL 3,800 POUNDS PER SQUARE FOOT. •B. FOR DETAIL SNOWING GRADE RING, LADDER, STEPS, HNCHOLDS. AND TOP SLABS, SEE 'MISC. CATCH BASH WOKS" 10. SEE WSDOT /APIA STANDARDS SPEOFICATION SEC 7 -05.3 FOR JOINT REQUIREMENTS. SOUTH POND SECTION SCALE: H:1 " =20' V:1"=5' 1 1.111WAiaX:77 y+a.M : tQ- APPrs;".3. 7"e^KT9►:':.;.-1�0• afe TYPE B 48' C.B. 15' SD OUTLET E •56.50 EMERGENCY OVERFLOW STRUCTURE DETAL CB E -4 NO SCALE -1 2 °' re 80 90 70 60 V' TOP SLAB 72' TOP SLAB 20* r--- 8 48' & 54' TOP SLAB I tM AND CCORDANCE E COMMEND A DONS W ii I JL`• ♦� r #6 BARS • 7 CENTERS BOTTOM FACE NTH 1 MIN COVER #5 BARS • 6' CENTERS BOTTOM FACE WITH 1 • TAN CO ER 14 BARS • 6' CENTERS BOTTOM FACE WITH I' WIN GOER a' "`'1 5•"T "" - 5-1-.1 1' CLEARANICE � � - - - - - � 3 BAR SEE NOTE 4 ll ( 4) MISCELLANEOUS CATCH BASIN DETAILS NO SCALE STAPLES OR WIRE RINGS (TYP.) FILTER FABRIC MATERIAL MIRAFI 100x OR EQUAL 2'X2 W000 POSTS, STANDARD OR BETTER, OR EQUIVALENT BURY BOTTOM OF FILTER FABRIC MATERIAL IN 8 "X12` TRENCH FILTER FABRIC MATERIAL WIRE MESH SUPPORT FEECE FOR FILTER FABRIC PROVIDE WASHED GRAVEI OR COMPACTED NATIVE SOIL AS DIRECTED BY LOCAL NU_IIII� GOVERNMENT GRADE WIG TYPICAL ORIENTATION AR ACCESS AND STEPS DROP RUNG CATCH BASIN STEP • Il�l'llll�lllllll= NOM 18 GALVANIZED DEFORMED ROW BAR TOP SOUTH PONDS 57.00 T SOUTH SOUTH POND COMPACTED SUBGRRADE =53 SUBGRADE 1 L -56.70 1. PROPRIETARY CATCH BASIN HALO MOLDS AND STEPS ARE ACCEPTABLE. PROVIDED TINT THEY CQNrORM TO SECTMDN R. *5114 c 476 ( AASHTO M - N) AND MEET ALL NW REQUIREMENTS. S. CATCH BASIN STEP /HAND HOLD LEGS MALL EE PARALLEL OR APPROXIMATELY RADIAL AT THE OPTION oF TIC MANU- FACTURER. EXCEPT THAT ALL STEPS IN ANY CATCH BASIN DOLL BE SIMILAR PENETRATION OF OUTER MALL WY A LEG B PROHIBITED 3 WARD HOLDS AND STOPS 91ALL HAVE 'DROP' RUNGS AS f H10WMr ON DETAIL OR PROTUBERANCES TO PREVENT SCE1IA∎ S 4 11,A1 OPENING MAY BE 24' X 20' OR 24' DIAMETER. • AS Nl ACCEPTABLE ALTERNATE TO REWR, WELDED WIRE. FABRIC HAVING A MINIMUM AREA OF on SOKWIE INCHES PER FOOT WY BE USED WELDED WIRE FABRIC SHALL WANLY TO ASTIR A 407 (AASHTO M 221) • LADOERS OR STEPS SHALL L EXTEND TO WII►N+ 16' OF BOTTOM OF CATCH RASH 7. WINGING LADDERS SHALL BE PERMANENTLY FASTENED AT TOP BY I*4G14G ON STEP OR BY BELTING OR INDEDOING IN CONCRETE. EACH SHALL BE IMBEDDED AT BOTTOM N lBASE 6. ADDITIONAL SAFETY FUTURES MAY BE REQUIRED IN VERY DEEP OR UNUSUAL STRUCTURES 11 3/4' CENTER TO CENTER 2'X2'X14GA. WELDED WARE MESH' OR EQUAL ULTRA BLOCK SCALE:1 " =4' 12' DIMNESS CRUSHED BASE ROCK„_ 1 12' T SILTATION FENCE DETAIL NO SCALE 12" THICKNESS CRUSHED BASE ROCK BAFFLE WALL SECTION ULTRA BLOCK WALL SECTION SCALE: 1" =4' PREFABRICATED LADDER ar LOWER BAND t ► UPPER BAND --‘ �. _- 4 -9/18' HOLES EQUALLY SPACED RISER ELEV = 62.00 PIPE SUPPORT 3" X 090 GAGE BOLTED OR IMBEDDED 2' IN WALL AT MAX 3' SPACING CILEMOU' 1A TEAK 4R GATE NE DETAIL City .f; +l5. Acccpt 1wt is for 1>st• i fg14 +M - Tart'r..t• .- Imams« • yM4.•..... . -to ...-,Ai•-' •. ..ma ° M.341 .7J I�.0Y"" ti`i4wt 16' RISER IE -58.00 3/4 DIA. SMOOTH MIND BARS 10UALLY !ACED. MRS 11ALL NE HEEDED TO UPPER L LOWER BANDS ELEVATON EMERGENCY OVERFLOW DEBRIS CAGE 15' SD OUTLET FLAN MAX) 48' 54 60' 72" 96' nmd *bleb STEPS •NOTE • BARS QIM TIED ON PAVAN(' C8 INNER DIA. se' as" 72' B6' 114' •q •` . _ adopted %tender& STANDARD GAIN. mmEEI p VAT10N 10f the adequacy to I PC K tc., , 1[n • , • .I w, . NOTES; 1. ALL SITU N PLATES, BARS AND BANDS SHALL CONFORM TO THE REQUIREMENTS OF ASTIR A36. •T ROD Ti 4 ROUND SOLID LOCKING COVER MARKED DRAIN ELEV =64 75 NO SCALE LIFT ROD HANDLE 15' SD INLET de= tiltTlfe►. T►nns CONTROL STRUCTURE and 'l CB E -5 SCALE: 1' =2' ring' JK, • *, ic■.■ IT, Ileifi Jns( ,(0I0; The 1'1.41 %(I-Kt Thu: • 3y ORIFICE NO 2 � (-60.68 ! A \ DIA-1 75' DETAIL TYPE N 60" C.B. ENTRY GATE DETAIL DESIGN W S. ELEv -62.00 LO1ER BANG I/2• 2. DEBRIS CAGE SHALL BE HOT -DIP GALVAMZED N ACCORDANCE MATH ASTIR Al23 ( AASHTO Mill). NOTE: RISER SHOYIN FOP INFORMATION ONLY. RISER NOT USED FOR T.E.S.C.P. RECVMPO COW or A MAY 0.2 maw m DAVID EVANS AND ASSOCIATES mac. 1620 W. Manse View Chtvle. Suds 200 Everett Washington 96201 Phme 425.259.4099 A P C H I T II CVO • NA I A 130 LAKESIDE • SEATTLE, WA 98122 • 206 325 2553 SABEY CORPORATION IMMIGRATION AND NATURALIZATION SERVICE SEATTLE DISTRICT OFRCE 12500 TUKWILA IVTERNA11ONAL- BLVD. SEATTLE, WASHINGTON TESC AND DRAINAGE DETAILS .. ... 1/A111 REV PER CITY • l M A VENT MEM NMI r-i > ri7EMIIIII• IFY77 • DATE DATE SHEET G6 Ii ,4 T HIGH AIN LINK NCE 6' HIGH F LINK FENCE x E1N GR _ ULTRA BLOCK WALL Q MAX WATER EXIST EL 62 14 GROUND - N_ , ., P I OP -63.50 BLOCK WALL- - : ti • W. V O W S _ - =58.00 _ -` A ' ..,, ULTRA BAFFLE g. , �N t � . �: POND BOTTOM TOP= 5 4' C r sTn - - , -- - L r t \_ . EL =53 00 12' SEDIMENT STORAGE + RUCT POND BERM AN1 D LINER IN ACCOR I °TECHNICAL RECOM f NCE NDADONS �. I - #3 BAR EACH CORNER /3 BAR EACH SIDE 70 ULTR 60 50 CONS SOIL WITH I RISER SECTION 15" OUT E -55.50 12' SECTION PRECAST BASE SECTION (MEASUREMENT AT THE TOP OF THE 8AS() CATCH BASIN TYPE 1 NO SCALE OEWATERNC ORIFICE. SCHEDULE 40 STEEL STUB MIN DIAMETER= I EL -59.00 15' RISER •3 BAR EACH WAY NOTES: 1- CATON BASINS SHALL BE CONSTRUCTED N ACCORDANCE MOH ASTIR C478 (AASHTO M 19B)) A C890 UNLESS OTHERWISE 910MN ON PLANS OR NOTED IN THE WSDOT /APWA STANDARD SPECIFICATIONS _. AS AN ACCEPTABLE ALTERNATIVE TO REBATE WELDED MIRE FABRIC HAVING A MN. AREA OF Q12 SQUARE INCHES PER FOOT MAY BF USED MELDED ROE FABRIC SHALL C•IPLY TO ASTM A497 (4ASHTO M 221). MARE FABRIC SHALL NOT BL PLACED N KNOCKOUTS. 3 ALL REINFORCED CAST -N- PLACE CCEICRETE SHALL BE CLASS 4000. 4 PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS. KNOCKOUTS SHALL HAVE A WALL THICKNESS OF ?' MIN. ALL PIPE SHALL BE INSTALLED N FACTORY PROVDED KNOCKOUTS. UNUSED KNOCKOUTS NEED NOT BE GROUTED IF WALL IS LEFT INTACT 5. KNOCKOUT OR CUTOUT HOLE SIZE IS EQUAL TO PIPE OUTER DAM PLUS CATCH BASIN WALL THICKNESS 1 KNOCKOUTS MAY BE ON ALL 4 SIDES WITH MAX. DIAM. OF 20' KNOCKOUTS MAY BE EITHER ROUND OR "D' SHAPE 7. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION AND RISER SECTION SHALL NOT EXCEED 1 /2'/FT. & CATCH BASIN FRAME AND GRATE SHALL BE N ACCORDANCE NTH STANDARD SPECIFICATIONS AND MEET THE STRENGTH REQUIREMENTS OF FEDERAL SPECIFICATION RR -F -620 MATING SURFACES SHALL BE FINISHED TO ASSURE NON - ROCKING FIT NTH ANY COVER POSITION I. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOW* OR CAST INTO RISER 10. MAX. DEPTH FROM FINISHED GRADE TO PIPE INVERT SHALL BE 5' -0 11. EDGE OF REDUCING SECTION OR BRICK SHALL NOT BE WORE THAN 2' FROM VERTICAL EDGE OF CATCH BASIN WALL SOUTH POND SECTION SCALE: H:1 " =20' V:' " =5' MIN 30 "x30 "x113' CONCRETE BASE �-- POLYETHYLENE CAP SEDIMENT TRAP DEWATERING DEVICE SOUTH POND A PROVIDE ADEQUATE STRAPPING PERFORATED POLYETHYLENE DRAINAGE TUBING, DIAMETER MIN 2' LARGER THAI DEWATERING ORIFICE. TUBING SHALL COMPLY WITH ASTM F667 AND MSHTO M294. SCALE. 1 " =2' REINf ORCNG STEEL (FOP PRECAST BASE AND INTEGRAL RISER ONLY) 0.23 SO N/FT N EACH DIRECTION FOR 48" OA 0.19 SO IN/FT IN EAoi DIRECTION FOR 54• DIA 0.25 SO 1N/FT N EACH DIRECTION FOR 60" DIA 0.35 SO 1N/FT N EACH DIRECTION FOR 72" DIA 0 SO IN/FT N EACH DIRECTION FOR 96" DIA • 0' RING 6 MIN PRECAST BASE JOINT A PORTION OF THE SE 1/4 OF THE SE 1/4, SECTION 9 AND A PORTION OF THE SW 1/4 OF THE SW 1/4, SECTION 10, ALL IN T. 23 N., R. 4 E., W.M. 70 60 50 9 70 60 50 - _ RAMIE b MATE 6" WAX �. M1JJS1ME H 1 SEC11011 (LErF.LNG BRICKS OR (NUDE RINGS OPTIONAL) STEPS OR LADDER 48' DIA -8' 54• DIA. -8 60' DIA -6' 72' PA. -8' 96' DIA - 12' PRECAST BASE AND NTEORAL RISER ACCEPTABLE BEDDING MATERIAL 6' MIN COMPACTED DEPTH FOR PRECAST BASES ONLY 1' FOR 48'. 54'& 60' DIA r 1 2' -0' FOR 72' & 96" DIA RENFORONG STEEL (FOR PRECAST BASE AND NTEGRM RISER ONLY) 0.15 SO IN/FT IN EACH DIRECTION FOR 48' OLA 0.19 SO IN/FT IN EACH DIRECTION FOR 54' PIA 0.25 SO IN/FT IN EACH DIRECTION FOR 60' DIA 0.24 50 N/FT N EACH DRECTION FOR 72' DIA 0.29 SO IN/FT IN EACH DIRECTION FOR 96' DIA SEPARATE CAST N PLACE BASE OR SEPARATE PRECAST BASE CATCH BASIN TYPE II 48' TO 96' NO SCALE DEBRIS CAGE SEE DETAIL THIS SHEET OVERFLOW ELEV =62.14 15' SD INLET FROM C8 E -S I. CATCH RABBIS SHALL N CONSTRUCTED N ACCORDANCE WITH ASTIR C 478 ( AASHTO M 19S) AND ASTIR C 890 UNL SEE OTHERWISE NOTED N NE WSDO1 /APWA STANDARD SPECIFCAT1ONS �. HANDHOLDS N ADJUSTMENT SECTION SHALL HAW r MNIMIM CLEARANCE STEPS IN CATCH BASIN SHALL HAVE 6' MINIMUM CLEARANCE. a ALL REINFORCED CAST-IN-PLACE CONCRETE SHALL BE CLASS 4000. ALL PRECAST CCNORETE SHALL BE LASS 4000 NI. PRECAST BASES SHALL BE FURNISHED NTH CUTOUTS OR KNOCKOUTS. KNOCKOUTS SHALL HAW A WALL THICKNESS OF 2" lid. UNUSED KNOCKOUTS NEED NOT BE GROUTED IF WALL IS LEFT INTACT PIPES SHALL BE INSTALLED OILY IN FACTORY KNOCKOUTS UNLESS OTHERWISE APPROVED BY THE ENGNEE R. S IWOCxOUT OR CUTOUT HOLE 512E SHALL EQUAL PIPE OUTER DIAMETER PLUS MANHOLE WALL THICKNESS MAXIMUM HOLE SIZE SHALL BE 36' FOR 48' C.B , 42' FOR 54" C.B.. 60' F 1R 72 C.B., 84' FOR 96' C.B., MINIMUM DISTANCE BETWEEN HOLES SHALL BE 8' FOR or AND 54' C.8 , 12' FOR 72' AND 96' 26. 6. CATCH BASIN FRIES AND GRATES OR COVERS SHALL OE IN ACCORDANCE NTH STANDARD SPECIFICATIONS AND MEET THE STRENGTH REOUIIEMENTS OF FEDERAL SPECIFICATION RR- F -621D MATING SURFACES SHALL BE FINISHED TO ASSURE NON - ROCKING FIT NTH ANY COVER POSITION. I. ALL BASE REINFORCING STEEL SHALL HAVE A MINIMUM YIELD STRENGTH OF 60.000 PSI AND BE PLACED IN THE UPPER HALF OF THE BASE NTH 1' MINMJM 0EARANCE 8. FOR HEIGHTS OF IT OR LESS. MINIMUM SOIL BEARING VALUE SHALL EQUAL 3.300 POUNDS PER SQUARE FOOT. FOR HEIGHTS OVER 12'. MIN SOIL BEARING VALUE SHALL EQUAL 3,800 POUNDS PER SQUARE FOOT. •B. FOR DETAIL SNOWING GRADE RING, LADDER, STEPS, HNCHOLDS. AND TOP SLABS, SEE 'MISC. CATCH BASH WOKS" 10. SEE WSDOT /APIA STANDARDS SPEOFICATION SEC 7 -05.3 FOR JOINT REQUIREMENTS. SOUTH POND SECTION SCALE: H:1 " =20' V:1"=5' 1 1.111WAiaX:77 y+a.M : tQ- APPrs;".3. 7"e^KT9►:':.;.-1�0• afe TYPE B 48' C.B. 15' SD OUTLET E •56.50 EMERGENCY OVERFLOW STRUCTURE DETAL CB E -4 NO SCALE -1 2 °' re 80 90 70 60 V' TOP SLAB 72' TOP SLAB 20* r--- 8 48' & 54' TOP SLAB I tM AND CCORDANCE E COMMEND A DONS W ii I JL`• ♦� r #6 BARS • 7 CENTERS BOTTOM FACE NTH 1 MIN COVER #5 BARS • 6' CENTERS BOTTOM FACE WITH 1 • TAN CO ER 14 BARS • 6' CENTERS BOTTOM FACE WITH I' WIN GOER a' "`'1 5•"T "" - 5-1-.1 1' CLEARANICE � � - - - - - � 3 BAR SEE NOTE 4 ll ( 4) MISCELLANEOUS CATCH BASIN DETAILS NO SCALE STAPLES OR WIRE RINGS (TYP.) FILTER FABRIC MATERIAL MIRAFI 100x OR EQUAL 2'X2 W000 POSTS, STANDARD OR BETTER, OR EQUIVALENT BURY BOTTOM OF FILTER FABRIC MATERIAL IN 8 "X12` TRENCH FILTER FABRIC MATERIAL WIRE MESH SUPPORT FEECE FOR FILTER FABRIC PROVIDE WASHED GRAVEI OR COMPACTED NATIVE SOIL AS DIRECTED BY LOCAL NU_IIII� GOVERNMENT GRADE WIG TYPICAL ORIENTATION AR ACCESS AND STEPS DROP RUNG CATCH BASIN STEP • Il�l'llll�lllllll= NOM 18 GALVANIZED DEFORMED ROW BAR TOP SOUTH PONDS 57.00 T SOUTH SOUTH POND COMPACTED SUBGRRADE =53 SUBGRADE 1 L -56.70 1. PROPRIETARY CATCH BASIN HALO MOLDS AND STEPS ARE ACCEPTABLE. PROVIDED TINT THEY CQNrORM TO SECTMDN R. *5114 c 476 ( AASHTO M - N) AND MEET ALL NW REQUIREMENTS. S. CATCH BASIN STEP /HAND HOLD LEGS MALL EE PARALLEL OR APPROXIMATELY RADIAL AT THE OPTION oF TIC MANU- FACTURER. EXCEPT THAT ALL STEPS IN ANY CATCH BASIN DOLL BE SIMILAR PENETRATION OF OUTER MALL WY A LEG B PROHIBITED 3 WARD HOLDS AND STOPS 91ALL HAVE 'DROP' RUNGS AS f H10WMr ON DETAIL OR PROTUBERANCES TO PREVENT SCE1IA∎ S 4 11,A1 OPENING MAY BE 24' X 20' OR 24' DIAMETER. • AS Nl ACCEPTABLE ALTERNATE TO REWR, WELDED WIRE. FABRIC HAVING A MINIMUM AREA OF on SOKWIE INCHES PER FOOT WY BE USED WELDED WIRE FABRIC SHALL WANLY TO ASTIR A 407 (AASHTO M 221) • LADOERS OR STEPS SHALL L EXTEND TO WII►N+ 16' OF BOTTOM OF CATCH RASH 7. WINGING LADDERS SHALL BE PERMANENTLY FASTENED AT TOP BY I*4G14G ON STEP OR BY BELTING OR INDEDOING IN CONCRETE. EACH SHALL BE IMBEDDED AT BOTTOM N lBASE 6. ADDITIONAL SAFETY FUTURES MAY BE REQUIRED IN VERY DEEP OR UNUSUAL STRUCTURES 11 3/4' CENTER TO CENTER 2'X2'X14GA. WELDED WARE MESH' OR EQUAL ULTRA BLOCK SCALE:1 " =4' 12' DIMNESS CRUSHED BASE ROCK„_ 1 12' T SILTATION FENCE DETAIL NO SCALE 12" THICKNESS CRUSHED BASE ROCK BAFFLE WALL SECTION ULTRA BLOCK WALL SECTION SCALE: 1" =4' PREFABRICATED LADDER ar LOWER BAND t ► UPPER BAND --‘ �. _- 4 -9/18' HOLES EQUALLY SPACED RISER ELEV = 62.00 PIPE SUPPORT 3" X 090 GAGE BOLTED OR IMBEDDED 2' IN WALL AT MAX 3' SPACING CILEMOU' 1A TEAK 4R GATE NE DETAIL City .f; +l5. Acccpt 1wt is for 1>st• i fg14 +M - Tart'r..t• .- Imams« • yM4.•..... . -to ...-,Ai•-' •. ..ma ° M.341 .7J I�.0Y"" ti`i4wt 16' RISER IE -58.00 3/4 DIA. SMOOTH MIND BARS 10UALLY !ACED. MRS 11ALL NE HEEDED TO UPPER L LOWER BANDS ELEVATON EMERGENCY OVERFLOW DEBRIS CAGE 15' SD OUTLET FLAN MAX) 48' 54 60' 72" 96' nmd *bleb STEPS •NOTE • BARS QIM TIED ON PAVAN(' C8 INNER DIA. se' as" 72' B6' 114' •q •` . _ adopted %tender& STANDARD GAIN. mmEEI p VAT10N 10f the adequacy to I PC K tc., , 1[n • , • .I w, . NOTES; 1. ALL SITU N PLATES, BARS AND BANDS SHALL CONFORM TO THE REQUIREMENTS OF ASTIR A36. •T ROD Ti 4 ROUND SOLID LOCKING COVER MARKED DRAIN ELEV =64 75 NO SCALE LIFT ROD HANDLE 15' SD INLET de= tiltTlfe►. T►nns CONTROL STRUCTURE and 'l CB E -5 SCALE: 1' =2' ring' JK, • *, ic■.■ IT, Ileifi Jns( ,(0I0; The 1'1.41 %(I-Kt Thu: • 3y ORIFICE NO 2 � (-60.68 ! A \ DIA-1 75' DETAIL TYPE N 60" C.B. ENTRY GATE DETAIL DESIGN W S. ELEv -62.00 LO1ER BANG I/2• 2. DEBRIS CAGE SHALL BE HOT -DIP GALVAMZED N ACCORDANCE MATH ASTIR Al23 ( AASHTO Mill). NOTE: RISER SHOYIN FOP INFORMATION ONLY. RISER NOT USED FOR T.E.S.C.P. RECVMPO COW or A MAY 0.2 maw m DAVID EVANS AND ASSOCIATES mac. 1620 W. Manse View Chtvle. Suds 200 Everett Washington 96201 Phme 425.259.4099 A P C H I T II CVO • NA I A 130 LAKESIDE • SEATTLE, WA 98122 • 206 325 2553 SABEY CORPORATION IMMIGRATION AND NATURALIZATION SERVICE SEATTLE DISTRICT OFRCE 12500 TUKWILA IVTERNA11ONAL- BLVD. SEATTLE, WASHINGTON TESC AND DRAINAGE DETAILS .. ... 1/A111 REV PER CITY • l M A VENT MEM NMI r-i > ri7EMIIIII• IFY77 • DATE DATE SHEET G6 Ii ,4 rYpE (CON 2 riNUES ICE NO , / ./ - ----- i „ � � r \ - _ ----- _ — / � / , +.. -• • r ti 1 fir, �d �``E \ i i i WALL LEGEND ULTRA BLOCK WALL CONCRETE RETAINING WALL I 1 1 Il r � � r sgs + + N 11 N N N N N 1 N N N N N 11 N N N N N N N I, N N N N w N n A PORTION OF THE SE 1/4 OF THE SE 1/4, SECTION 9 AND A PORTION OF THE SW 1/4 OF THE SW 1/4, SECTION 10, ALL IN T. 23 N., R. 4 E., W.M. • \ N .mss ., \ N \ ii' - • • • N M • • sag • • • I - N u I; ' . 5. _ ss - ` M - - - " -I- - ......... - - - ASS., ISMS 30 IIj ......- / II ) L , 1 I J -- 5 / • / oggg r r .. 40 --4--- - -- mo - w•_-�• w'•• v.� - - - -_ -- - r rr rr- rr r�i" /� rr - _.._.. -- � . rr .. 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SEATTLE, WASHINGTON ire no. drew by GJL docked by GRADING PLAN OM rni=10.......11111111111111PMAIII 111111 MN A..77.1 DATE DATE SHEET G8 f F 0 i i 40 N 1 I 1 ' - ' 1 _ _ II yam i or t PARKING GARAGE - r , r 1 / r 1 so _'_ + _•'�`_ 1RAFne S'ittlAL POa (lYP) RE MYD ter. /� • t / �� / / 1 I i., , CZ' ' , ' ' / # ' ''' , i " Z - - ' / ' ' _ x `` '' ; V` i ' '/ ' ', ' \ / / , \� \\ \ / I-1 ,.� / / // / r //' / , i : ------------ k \ %,, 0 4 ,', / /' ,, . ,/,' ,/ ----- ------- 1 ' \\„‘ - Xr' ( - ,' / i' ,., , ,..',/ , Q \ 1 1 1 I ! - / / / - ' ' s‘ ' , 2 \\' , , )__ tr 35. g vo i 1 1 •. 1 - - - - - w / Fk� • I 4 6 1 ` - -_ ij - ` , - ��A • � I mo- •1� 'I X / r :.... ::::::: -- .......:7:7 ■ ....::: ----- ::...... ....7 -. ..::: 1 7: -- ::: : :. , / 2 ,., ',,,''' , , , -- ---- , , , ------- ----- ------------------ -' �� -- _ _ '- •�. ..'- -_ _- -- 1, i , �, / :: 1 1 II I I II � — :�C T / 1' LEGEND DRAIN TAPE II CATCH BASIN WITH PIPE AND DIRECTION OF FLOW STORM DRAIN TYPE I CATCH BASIN WITH PIPE AND DIRECTION OF FLOW SANITARY SEWER MANHOLE WITH PIPE AND DIRECTION OF FLOW WATER MAIN AND TYP FITTING FIRE HYDRANT ASSEMBLY w i - r -_' -/' — -�1 r , / A PORTION OF THE SE 1/4 OF THE SE 1/4, SECTION 9 AND A PORTION OF THE SW 1/4 OF THE SW 1/4, SECTION 10, ALL IN T. 23 N., R. 4 E., W.M. � MOD it 5 : / 5, /11'1 ,I, ; 1 ; i /a ,,/ I / / , / / ' - ■ , li t / / / / / / / ; ; ; ; i / / / i/ i • % / -/ i ...,./ , ' j / I / / ,/ 1/1 1 1 ,'/' , I ii , I 1' / ' //// ',////////,/ / / / I , , I / I I II I / I / , / / I / I I / /' , # / / ,, I / / 1 i I I I I '/ /,- / /'// ) ,' , / I / I / / ij , / / /, , / / / //// 1 / 1 , ,, 1 i i ; �i ' 1 1 f # ,• 1 -- ----...4 ... 4\ • f ,r 1 1 3,, i i ,'r� i i / !D 4 / / -/' /' - 4 / / / , , 0 S ",/ ' ,, ..` -- _ / / , ' '' \ -- -- `- - -_. _ - SD / `�. - - _ __- -- - - - - -_ +• I \- ----------- - - - - -- :217_7 - -`- -- '„ ---- :sr ----------- • ---------------------- ...ouTFALL-PROTECT&" / i / / I / i i / / / / / / / / i I / , i / / j % / / / / %/ i / r / ' ,' /' / i 1 // 1 /11/ . ,, , '„/ / „ . 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II 11 .+ - II ��- I1 OnINNEND - LEGEND STORM DRAIN TYPE CATCH BASIN VATH PIPE AND DIRECTION OF FLOW STORM DRAIN TYPE I CATCH BASIN WITH PIPE AND DIRECI1ON OF FLOW SANITARY SEWER MANHOLE VA TH PIPE AND DIRECTION OF FLOW WATER MAIN AND TYP FITTING FIRE HYDRANT ASSEMBL ------ . san am on ren•fr mail we am ion maw= in tot nol aill1101411■1•11.1811.111. 90 ------ I. It • / IP ri rt I It I , 111/1 1 1 i t r '.11 'I': ': 1 : 1)11 :17 I • __-------------- N. I if / , --- --------------------------------------------------------------- - ------ ---------- - -------- - ----- ---- , , ---- „,- ------------- --- - ------- ------------- ------------ ------------------- ------ --- nails wawa 127 V4ZR MAIN • • • 7 •„4.1 I pgrao*- , I ONO - • tUKVVILA INTERNAMONAL E3LVD LANCE MUELLER ASSOCIATES 130 LAKESIDE • SEATTLE, WA 98122 • 206 325 2553 SABEY CORPORATION IMMIGRATION AND NATURALIZATION SERVICE SEATTLE DISTRICT OFFICE 12500 TUKWLA IN'TERNAT1ONAL BLVD. SEATTLE, WASHINGTON job no. dram by Checked by COMPOSITE UTLfTY PLAN MI CMICOPIWIE:M=111111111111INTKM MI IIIIII MI DATE G10 MEP 0 15 JO //:/:::::::::::::::::: ... : :::::::= ■■*■ ■•• , , *NM SW 9 9 IS so N . 1 1 1 -- --------------------- eo 4 L, I ------------------ • 1 8 PARKING GARAGE I Vn t DAVID EVANS ANDASSOCIATES w Marine Vlev;DrIve, Stale i00 Everett Washington 98201 Phone 425.259.4099 MODULAR BLOCK - MSE WALL : REINFORCEMENT SCHEDULE Geogrid Layer Spacing (Ft.) (Measured From Bottom of Wall) Lock -Block Wall Height (ft.) Geogrid Length (ft.) 1 2 3 4 5 6 7 8 9 10 5.0 6.0 2.5 - - - - - - - - l O. 7.5 8.0 2.5 5.0 - - - - - . _ _ 10.0 10.0 2.5 5.0 7.5 - - - - - - - 12.5 12.0 2.5 5.0 7.5 10.0 • - - - _ - 15.0 14.0 2.5 r 5.0 7.5 10.0 12.5 - - - - - 17.5 16.0 2.5 5.0 7.5 10.0 12.5 15.0 - - - - 20.0 18.0 2 5 5.0 5 7.5 5 1 1 1 1 0 0 2 5 15.0 I 'I 7.5 - - - 22.5 20.0 2.5 5.0 7.5 t 10.0 12.5 15.0 17.5 ' 20.0 i - - 25.0 22.0 2.5 5.0 7.5 10.0 i , 12.5 i 15.0 17.5 20.0 22.5 ' - 27.5 22.0 i 2.5 5.0 7.5 10.0 1 12.5 , 15.0 17.5 l 20.0 1 22.5 25.0 SPECIFICATIONS: MODULAR BLOCK AND MSE WALL CONSTRUCTION GENERAL A Work shall consist of furnishing and construction of a Modular Block and MSE Retaining Wall System or equal in accordance with these specifications and in reasonably close conformity with the lines, grades. and dimensions shown on the plans. Work includes preparing foundation soil, furnishing and installing leveling pads, drainage fill and backfill to the lines and grades shown on the construction drawings. C Work includes furnishing and installing geogrid soil reinforcement of the type, size, location, and lengths designated on the construction drawings and MSE Wall Schedule SUBMITTALS A. Contractor shall submit a Manufacturer's certification, prior to start of work, that the retaining wall system components meet the requirements of this specification and the structure: design. B Contractor shall submit a test reprot documenting strength of specific modular concrete unit and geogrid reinforcement connection. The maximumn design tensile load of the geogrid shall be equal to the laboratory tested ultimate strength of geogrid / facing unit connection at a maximum normal force limited by the "Hinge Height" of the structure divided by a safety factor of 1.5 QUAUTY ASSURANCE A. Contractor shall submit certification, prior to start of work, that the retaining wall system (modular concrete units and specific geogrid) has been successfully utlilized on similar projects, i.e., height, soil fill types, erection tolerances, etc. B. Contractor shall demonstrate prior experience on projects of similar size and magnitude where the specific retaining wall system has been constructed successfully. Contact names and telephone numbers shall be l for each project. C Owner shall provide soil testing and quality assurance inspection on a full -time basis during earthwork and wall construction operations. Owners quality assurance program does not relieve the contractor of responsibility for wall performance DELIVERY, STORAGE AND HANDLING A. Contractor shall check all materials upon delivery to assure that the proper type. grade, color, and certification has been received B. Contractor shall protect all materials from damage due to jobsite conditions and in accordance with manufacturer's recommendations. Damaged materials shall not be incorporated into the work. PRODUCTS DEFINITIONS A. Modular Block: a concrete retaining wall element machine made from portland cement water, and aggregates. Structural Geogrid: a structural element formed by a regular network of integrally connected tensile elements with apertures of sufficient size to allow interlocking with surrounding soil rock, or earth and function primarily as reinforcement. Unit Drainage Fill: drainage aggregate which is placed immediately behind the modular concrete units. Reinforced Backfill: compacted soil which is placed within the reinforced soil volume as outlined on the plans MODULAR RETAINING WALL UNITS A Modular Block units shall conform to the following architectural requirements face color concrete gray - standard manufacturer's color may be specified by the Owner bond configuration: running with bonds nominally located at midpoint vertically adjacent units, in both straight and curved alignments B Modular Block materials shall conform to the requirements of ASTM C1372- Standard Specifications for Segmental Retaining Wall Units Modular Block units shall conform to the following structural and geometric requirements measured in accordance with appropriate references compressive strength = 3000 psi minimum absorption = 8% maximum (6% in northern states) for standard weight aggregates unit size. 2 5' (H) x 5.0' (W) x 2.5' (D) minimum unit weight: 4,320 lbs / unit BASE LEVELING PAD MATERIAL A. Material shall consist of Drainage Fill (1" Minus Crushed Rock) and placed as shown on the construction drawings DRAINAGE FILL A. Unit drainage fill shall consist of clean 1" minus crushed rock meeting the following gradation tested in accordance with ASTM D-422' Sieve Size 1 inch 3/4 inch No 4 No 50 Percent Passing 100 75-100 0 -10 0 -5 r REINFORCED BACKFILL A Reinforced backfill shall be free of debris and have a moisture content that is at or near the optimum level. S The maximum aggregate size shall be limited to 1 1/2 inches unless field tests have been performed to evaluate potential strength reductions to the geogrid design due to damage during construction C Unsuitable soils for backfill (high plastic clays or organic soils) shall not be used in the backfill or in the reinforced soil mass Contractor shall submit reinforced fill sample and laboratory test results to the Geotechnical Engineer for approval prior to the use of any reinforced fill material. GEOGRID SOIL REINFORCEMENT A. Geosynthetic reinforcement shall consist of geogrids manufactured specifically for soil reinforcement applications and shall be manufactured from high tenacity polyester yam or high density polyethylene. Polyester geogrid shall be knitted from high tenacity polyester filament yam with a molecular weight exceeding 25,000 Meg/m and a carboxyl end group values less than 30. Polyester geogrid shall be coated with an impregnated PVC coating that resists peeling, cracking and stripping B. Geogrid long term design strength shall be at least 4,700 lbs./ft for walls 15.0 feet or higher. For walls 12.5 feet or less, LTDS shall be at least 2,800 lbs./ft. The contractor shall provide manufacturers specifications to the geotechnical engineer for review and approval. C. Manufacturing Quality Control The geogrid manufacturer shall have a manufacturing quality control program that includes QC testing by an independent laboratory. The QC testing shall include: Tensile Strength Testing Melt Flow Index (HDPE) Molecular Weight (Polyester) DRAINAGE PIPE A. The drainage pipe shall be rigid perforated PVC pipe manufactured in accordance with ASTM D -3034 EXECUTION EXCAVATION A. Contractor shall excavate to the lines and grades shown on the construction drawings. The geotechnical engineer shall observe the excavation and approve prior to placement of leveling material or fill soils. Proof roll foundation area as recommended by the geotechnical engineer to determine if remedial work is required. B. Over - excavation and replacerrlent of unsuitable foundation soils and replacement with approved compacted fill will be compensated as agreed upon with the Owner. BASE LEVELING PAD A. Leveling pad material shall consist of Drainage Fill, and shall be placed as shown on the construction drawings, to a minimum thickness of 12 inches. B. Soil leveling pad materials shall be compacted to a minimum of 95% Modified Proctor density per ASTM D- 1557 -91. C. Leveling pad shall be prepared to insure full contact to the base surface of the concrete units. MODULAR -BLOCK UNIT INSTALLATION A. First course of Modular Blocks shall be placed on the leveling pad at the appropriate line and grade. Alignment and level shall be checked in all directions and insure that all units are in full contact with the base and property seated B. Place the front units side -by -side Do not leave gaps between adjacent units. Layout of corners and curves shall be in accordance with manufacturer's recommendations. C Place and compact drainage fill behind Modular Block wall units. Place and compact reinforced backfill soil behind drainage fill. Follow wall erection and drainage fill closely with structural backfill. 0 Maximum stacked vertical height of Modular Block wall units, prior to unit drainage fill and backfill placement and compaction, shall not exceed two courses (5 feet). STRUCTURAL GEOGRID INSTALLATION A Geogrid shall be oriented with the highest strength axis perpendicular to the wall alignment. Geogrid reinforcement shall be placed at the strengths, lengths, and elevations shown on the construction design drawings or as directed by the Engineer . The geogrid shall be laid horizontally on compacted backfill and attached to the Lock -Block modular wall units Place the next course of modular concrete units over the geogrid The geogrid shall be pulled taut, and anchored prior to backfill placement on the geogrid. D. Geogrid reinforcements shall be continous throughout their embedment lengths and placed side -by -side to provide 100% coverage at each level. Spliced connections between shorter pieces of geogrid or gaps between adjacent pieces of geogrid are not permitted REINFORCED BACKFILL PLACEMENT A. Reinforced backfill shall be placed, spread, and compacted in such a manner that minimizes the development of slack in the geogrid and installation damage B. Reinforced backfill shall be placed and compacted in lifts not to exceed 6 inches where hand compaction is used, or 8 - 10 inches where heavy compaction equipment is used Lift thickness shall be decreased tc achieve the required density as required. C. Reinforced backfill shall be compacted to 90% of the maximum density as determined by ASTM D- 1557 -91. The moisture content of the backfill material prior to and during compaction shall be at or near the optimum moisture content. Only lightweight hand -operated equipment shall be allowed within 3 feet from the modular concrete unit. E Tracked construction equipment shall not be operated directly upon the geogrid reinforcement. A minimum fill thickness of 6 inches is required prior to operation of tracked vehicles over the geogrid. Tracked vehicle turning should be kept to a minimum to prevent tracks from displacing the fill and damaging the geogrid. F Rubber tired equipment may pass over geogrid reinforcement at slow speeds, less than 10 MPH. Sudden braking and sharp turning shall be avoided. G. At the end of each day's operation, the Contractor shall slope the last lift of reinforced backfill away from the wall units to direct runoff away from wall face. The Contractor shall not allow surface runoff from adjacent areas to enter the wall construction site AS -BUILT CONSTRUCTION TOLERANCES A. Vertical alignment: +1.5" over any 10' distance B. Wall Batter: within 2 degrees of design batter C. Horizontal alignment: +1.5" over any 10' distance Corners, bends, curves +1 ft. to theoretical location D. Maximum horizontal gap between erected units shall be 1/2 inch. FIELD QUAUTY CONTROL A. The wall construction shall be observed by the geotechnical engineer on a full time basis. Testing of the compacted backfill shall be performed by the geotechnical engineer. As a minimum, quality assurance should include foundation soil inspection, soil and • backfill testing, verification of design parameters, and observation of construction for general compliance with design drawings and specifications c1173-01:1,0 4 NOTE: For tiered walls consider the overall effective height of the tiered wall system when determining required geogrid length from the reinforcement schedule. ADDNI rNFO 03•Ri J «NED his plan was rewires i for gear al ooaformenas with the following %tictutal Provisions of the L'aifas Building Code C 1 Nunn- asruutwal Psavisiolrs of the Whoa Building Code 1Jashiagtoei Stake Barrier -Fret Re lstioos (Chapter 51 -30 WAC) ❑ W13iunetw Stale any Code (Chapter 51-11 WAS,') Too projoa whose is raspnaMtii l t atrlbt smoo M af►appllaslrle miss, soeditioso of appNwi, wgsuaass a aueyaat 10 Me ressiss.Yi as! Nletprss ..s o1 too premise amoborty. 71io I osar .00s oot move trte ArMing NA Warr se Record el as tasposoibs1Mp lots ooaarlwe dour ocsorta000 via the Lure of Ms prataias NHS of a.hiasleo. ; '.4■Wiction OA I Ly_r4U4b f art ! , am 4- . J`�� o3 kl]U MIDO r r oN. INC. Code Review :madam i lrrveww.e 7 /vt/ torn 3 1 co ww N Mar 2% 03 w iu.) • MAR 2 6 r P •. CC C 0) r. C 113 a) o Cn =Z C ( 0,) 1 m "Ci3 (0 4 �Z R1 Z O s Cif a a CC ego • • N I Shot No. SM1 NOTES; ti 5.0' TOP VIEW Weight = 4,320 lbs. 5.0' SIDE VIEW Lock-Block At Corner 2.5' 2 MODULAR BLOCK UNIT DETAIL NOT - TO - SCALE NOT - TO - SCALE 2.5' 1. Vertical walls can be locked at 90 degree corners. 2.5' END VIEW VERTCAL WALL - 90 CORNER 2. Battered walls at 90 degree corners are constructed as follows: Stack a vertical column to fill the corner. Adjust toe of battered wall to meet with corners of vertical stack (ie: kick toe out for outside corner, meet toe at edge for inside corner). For walls higher than 7.5', you may use a stack of full -size, interlocked blocks to make a 5'x 5' vertical stack, rather than 2 - 2.5'x 2.5' stack with single half blocks. Use geogrid between the vertical blocks. extending back into the fill. Make the corner stack the same width as the wall base (2.5'1 5' 1 7.5' etc.). I 2.46' 2.46' 4.92' SIDE VIEW TOP VIEW OPTIONAL LARGER CORNER STACK MODULAR BLOCK WEDGE CORNER DETAIL NOT - TO - SCALE OUTSIDE CORNER ':'•••... ••. , ..• 1_11.1.,. •• INSIDE CORNER . •• • • •••....-• f•;•. : . 7 • ..••.• • . ,;:;,�• . ;• ; 1'1: - :.� : •.•,•�:•..••: :. ., .. 1 1 . 1 : 1 , •.. • • ,%•.• •. • . • • • • •• • ••• •• ' . . •.. ••; :: • -. ' • '• . ••:: ; : • . -' . '• : ••••. •. • . • . 1 •• • ••' ' '....**•.:•••':'.•:•• •• •,•• •• .••,- •••' 1 •• ,. •, •• . 1 • ., ••' .,• 1 ,11'1 •,•'• � „•• •• •. i ••• � „'•'.• `•,•• ••• FRONT VIEW ISOMETRIC CORNER VIEW .d. •:•.°••• • 1 • • • • • • • • • • • • • 0 • , • ` • • • • • ' c/.. ,0' • 1 .0 • • O • • 0 / . � � • 0 .9 „4. . o • ° • . • �? • • O . • •J J . � .,� •p'••; •c• * • .o :C - • •. • .- S• • ▪ 1 • ` : .; • • '• • ' ' •'' • ▪ : 1 ' MODULAR BLOCK z CORNER OPTIONS SM2 NOT - TO - SCALE • • NOTE: Geogrid is to be placed on level badffill and extend over the top and out to the face of the Modular Block Units. Place next row of Block, pull geogrid taunt, stack as required and backfill, GEOGRID AND MODULAR BLOCK zs � CONNECTION DETAIL Modular Block 2.5'H x 2.5'W x 5.0'L (Typical) Ill =llElll =111 18" Min• 12" Min H (Vanes) Base Leveing Material 1" Minus Crushed Rock NOT - TO - SCALE MODULAR BLOCK - MSE WALL SECTION NOT - TO - SCALE Reinforced Fill Zone 18" min. Drainage Fill Reinforced Fill Zone Geogrid Reinforcement (See Reinforcement Schedule) 4" Diameter Rigid PVC Drain Pipe, Gravity Flow to Approved Discharge Point • p � , -O III�III =Ill Ill` 2.6 SM2 IllE 7.5' 1.5' 7.5' MODULAR BLOCK GRAVITY WALL 10' A Modular Block 2.5H x 2.5W x 5L (Typical) 10 I Modular Block 2.5H x 2.5W x 5L (TyPI) 1.5' NOT - TO - SCALE • • • • • •••• p...•.• • ,, �'O • • • � ,• • :• s •• • . • •, •. 1• .1 'o• . ••; • • • • • • •°• ...•••••0•:•• • 10 • • . ,• 111 • • . • . 0 • : • O , • • . r .: • ▪ t� ed•; 0...: ) . %`; •0. ;0 : . o ;i • .0„; •• „.. „ 9 0. • NOT - TO - SCALE REIUD1► TvN. • N 1111 -� • ▪ J 0.: 0 • '•' 00 1 8 • . • • • c ▪ .•.•. • : •0.•.•.•o'•i o t - c oo. 0 ° ▪ o • Drainage Fill 1" Minus Crushed Rock Pea Gravel 1 Cubic Foot per Lineal Foot of Drain Pipe 4' Diameter Rigid PVC Perforated Pipe Structural Fit or Native Curt Structural Fill or Native Cut Drainage Fill 1" Minus Crushed Rock Pea Gravel 1 Cubic Foot per Lineal Foot of Drain Pipe Structural Fill or Native Cut 4' Diameter Rigid PVC Perforated Pipe 10.0' MODULAR BLOCK co+�° GRAVITY WALL ve.r --e ' , 2 4 1 10044 1 c g 0 (D 0) I Z iv J � s O m co u) cts z O Y in N a � CO 0 el CC Sheet No. SM2 r • SPECIFICATIONS: KEYSTONE WALL CONSTRUCTION GENERAL A. Work shall consist of furnishing and construction of a KEYSTONE Retaining WaH System or equal in accordance with these specifications and in reasonably close conformity with the lines, grades, and dimensions shown on the plans. B. Work includes preparing foundation soil, furnishing and installing leveling pads, drainage fill and backfill to the lines and grades shown on the construction drawings. C. Work includes furnishing and installing geogrid soil reinforcement of the type, size, location, and lengths designated on the construction drawings. SUBMITTALS A. Contractor shall submit a Manufacturer's certification, prior to start of work, that the retaining wall system components meet the requirements of this specification and the structure design. B. Contractor shall submit a test reprot documenting strength of specific modular concrete unit and geogrid reinforcement connection. The maximumn design tensile load of the geogrid shall be equal to the laboratory tested ultimate strength of gepgrid / facing unit connection at a maximum normal force limited by the "Hinge Height" of the structure divided by a safety factor of 1.5. The connection strength evaluation shall be performed in accordance with NCMA test method SRWU -1. QUALITY ASSURANCE A. Contractor shall submit certification, prior to start of work, that the retaining wall system (modular concrete units and specific geogrid) has been successfully utlilized on a minimum of five (5) similar projects, i.e., height, soil fill types, erection tolerances, etc. B. Contractor shall submit a list of f (5) previously constructed projects of similar size and magnitude by the wall installer where the specific retaining wall system has been constructed successfully. Contact names and telephone numbers shall be listed for each project. C. Owner shall provide soil testing and quality assurance inspection during earthwork and wall construction operations. Owner's quality assurance program does not relieve the contractor of responsibility for wall performance. DELIVERY, STORAGE AND HANDLING A. Contractor shall check all materials upon delivery to assure that the proper type, grade, color, and certification has been received. B. Contractor shall protect all materials from damage due to jobsite conditions and in accordance with manufacturer's recommendations. Damaged materials shall not be incorporated into the work. PRODUCTS DEFINITIONS A. Modular Unit: a concrete retainirg wall element machine made from prtland cement, water, and aggregates. B. Strutural Geogrid: a structural element formed by a regular network of integrally connected tensile elements with apertures of sufficient size to allow interlocking with surrounding soil, rock, or earth and function primarily as reinforcement. C. Unit Drainage Fill: drainage aggregate which is placed within and immediately behind the modular concrete units. D. Reinforced Backbit compacted soil which is placed within the reinforced soil volume as outlined on the plans. MODULAR CONCRETE RETAINING WALL UNITS A Modular concrete units shall conform to the following architectural requirements: face color concrete gray - standard manufacturers color may be specified by the Owner. face finish: sculptured rock face in angular configuration. Other face finishes will not be allowed without written approval of Owner. 200 1067 2157 4.67 6.67 Sig 1067 12..67 1467 1667 11167' 2067 22_67 24.67 26.87 bond configuration: running with bonds nominally located at midpoint vertically adjacent units, in both straight and curvec alignments. B. Modular concrete materials shat conform to the requirements of ASTM C1372- Standard Specifications for Segmental Retaining Wall Units. C. Modular concrete units Shall conform to the following structural and geometric requirements measured in accordance with appropriate references: compressive strength = 3000 ps minimum absorption = 8% maximum (6% n northwem states) for standard met aggregates V D. SHEAR CONNECTORS A. B. BASE LEVELING PAD MATERIAL A. Material shall consist of a compacted crushed rock base or non - reinforced concrete as shown on the construction drawings. UNIT DRAINAGE FILL A. B. A B. C. A B. C. dimensional tolerances = + 1/8" from nominal unit dimensions not including rough split face, + 1116" unit height - top and bottom planes unit size: 8" (H) x 18" (W) x 21" (D) minimum unit weight: 100Ibs/unit minimum for standard weight aggregates inter -unit shear strength: 1500 plf minimum at 2 psi normal pressure geogrid/unit peak connection strength: 1000 plf minimum at 2 psi normal force Modular concrete units shall conform to the following constructability requirements: vertical setback = 1.25* per course per the design alignment and grid positioning mechanism - fiberglass pins, two per unit minimum maximum horizontal gap between erected units shall be -1/2 inch Shear connectors shall be 112 inch diameter thermoset isopthalic polyester resin- puttruded fiberglass reinforcement rods or equivalent to provide connection between vertically and horizontally adjacent units. Strength of shear connectors between vertical adjacent units shall be applicable over a design temperature of 10 degrees F to +100 degrees F. Shear connectors shall be capable of holding the geogrid in the proper design position during grid pre- tensioning and backfilling. Unit drainage fill shall consist of clean 1" minus crushed rock meeting the following gradation tested in accordance with ASTM D-422: Sieve Size 1 inch 3/4 inch No. 4 No. 50 REINFORCED BACKFILL Percent Pasting 100 75 -100 0 -10 Q -5 Drainage fill shall be placed within cores of, between, and behind units a minimum distance of 18 as shown on the plans. Reinforced backfill shall be free of debris and generally meet the following gradation tested in accordance with ASTM 0 -422. Use of backfill that does not conform to this specification must be approved by the Geotechnical Engineer. Sieve$ize Percent Passing 1 1/4 inch 100-75 3/4 inch 100-75 No. 40 0-60 No. 200 0-35 The maximum aggregate size shall be limited to 1 1/2 inches unless field tests have been performed to evaluate potential strength reductions to the geogrid design due to damage during construction. Unsuitable soils for backfill (high plastic clays or organic soils) shall not be used in the backfill or in the reinforced soil mass. Contractor shall submit reinforced fill sample and laboratory test results to the Geotechnical Engineer for approval prior to the use of any reinforced fill material. GEOGRID SOIL REINFORCEMENT Geosyn hetic reinforcement shall consist of geogrids manufactured specifically for soil reinforcement applications and shall be manufactured from high tenacity polyester yam or high density polyethylene. Polyester geogrid shall be knitted from high tenacity polyester filament yam with a molecular weight exceeding 25,000 Meglm and a carboxyl end group values less than 30. Polyester geogrid shall be coated with an impregnated PVC coating that resists peeling, cracking eking and stripping Long Term Design Strength, of the geogrid material shall be at least 3,810 los/f for wad heights greater than 16 feet For wall heights of 16 feet or less, the Long Term Design Strength of the geogrid shall be at least 2,360 Ibs.lft.. Manufacturing Quality Control The geogrid manufacturer shall have a manufacturing quality control program that includes QC testing by an independent laboratory. The QC testing shall include: Tensile Strength Testing Melt Flow Index (HOPE) Weight (P ) DRAINAGE PIPE A The drainage pipe shall be rigid perforated PVC pipe manufactured in with ASTmi D•3034. d's;1) • A EXECUTION EXCAVATION A. Contractor shall excavate to the lines and grades shown on the construction drawings. The geotechnical engineer shall observe the excavation and approve prior to placement of leveling material or fill soils. Proof roll foundation area as recommended by the geotechnical engineer to determine if remedial work is required. B. Over - excavation and replacement of unsuitable foundation soils and replacement with approved compacted fill will be compensated as agreed upon with the Owner. BASE LEVELING PAD A. Leveling pad material shall be placed to the lines and grades shown on the construction drawings, to a minimum thickness of 6 inches and extend laterally a minimum of 6" in front and behind the modular wall unit. B. Soil leveling pad materials shall be compacted to a minimum of 95% Modified Proctor density per ASTM D- 1557 -91. C. Leveling pad shall be prepared to insure full contact to the base surface of the concrete units. MODULAR UNIT INSTALLATION A. First course of units shall be placed on the leveling pad at the appropriate line and grade. Alignment and level shall be checked in all directions and insure that all units are in full contact with the base and properly seated. B. Place the front units side -by -side. Do not leave gaps between adjacent units. Layout of corners and curves shall be in accordance with manufacturer's recommendations. Install shear /connecting devices per manufacturer's recommendations. Wall batter shall be 8.8 degrees from vertical. Place and compact drainage fill within and behind wall units. Place and compact backfill soil behind drainage fill. Follow wall erection and drainage fill closely with structure backfill. E. Maximum stacked vertical height of wall units, prior to unit drainage fill and backfill placement and compaction, shall not exceed two courses. STRUCTURAL GEOGRID INSTALLATION A. Geogrid shall be oriented with the highest strength axis perpendicular to the wall alignment. B. Geogrid reinforcement shall be placed at the strengths, lengths, and elevations shown on the construction design drawings or as directed by the Engineer. C. The geogrid shall be laid horizontally on compacted backfill and attached to the modular wall units. Place the next course of modular concrete units over the geogrid. The geogrid shall be pulled taut, and anchored prior to backfill placement on the geogrid. D. Geogrid reinforcements shall be continous throughout their embedment lengths and placed side -by -side to provide 100% coverage at each level. Spliced connections between shorter pieces of geogrid or gaps between adjacent pieces of geogrid are not permitted. REINFORCED BACKFILL PLACEMENT A Reinforced backfill all be placed, spread, and compacted in such a manner that minimizes the development of slack in the geogrid and installation damage. B. Reinforced backfill shall be placed and compacted in lifts not to exceed 6 inches where hand compaction is used, or 8 - inches where heavy compaction equipment is used. Lift thickness shall be decreased to achieve the required density as required. C_ Reinforced backfill shall be compacted to 90% of the maximum density as determined by ASTM D- 1557 -91. The moisture content of the backfill material prior to and during compaction shall be at or near the optimium moisture content. D. Only lightweight hand-operated equipment shall be allo■ved within 3 feet from the tail of the modular concrete unit. E. Tracked construction equipment shall not be operated directly upon the geogrid reeinfor1eceament A minimum fill thickness of 6 inches is required prior to operation of traced vehicles over the geogrid. Tracked vehicle turning should be kept to a minimum to prevent tracks from displacing the fill and damaging the geogrid. F Rubber tired equipment may pass over geogrid reinforcement at slow speeds, less than 10 MPH. Sudden braking and sharp turning shall be avoided. G. At the end of each day's operation, the Contractor shall slope the last lift of reinforced backfil away from the wall units to direct runoff away from wall face. The Contractor shall not allow surface runoff from adjacent areas to enter the wall construction site. CAP It4STALLAiiON A Cap units shall be glued to undertying units with an all- weather adhesive recommended by the manufacturer. AS -BUILT CONSTRUCTION TOLERANCES A Vertical algrrnent ♦1.5` over any 4 10' distance B_ VIM Batter wears 2 degrees of desgn Matter C. Horiszor*al all yment +1.5` over any 10' distance 'Corners. bents, curies +1 ft. to theorelicel location D_ Mm n urn horizontal gap bMerrusn erected units shll bola inch. FIELD d1AL/i1/ CONT110L The gra cone4rtictiian shell be observed by Me getiMcfrtical ergneeer an time Weir Telling of Me compectid WWI slaw be perfoneed by Me gocalcihnicli engineer_ As a ncinillrurn. quality aseursince should Include foundation sad inspection. sail and WWII testing liediicartion of design peresuessers. and abserveelion of consolation for general oawlpilence r11eMr drew dierringe and speolicationt • s>, 8" I 21° ± 2H : 1V Slope (ems -) I I NOT - TO 12' Leveling Pad (Crushed Rock) 18" • • •• . ... . .r• ; .. : . ..r• . •; .... •. r . •-- FRONT VIEW [Z ••••• t:•••• 18' Il l TOP VIEW KEYSTONE BLOCK STANDARD UNIT DETAIL NOT - TO - SCALE TYPICAL KEYSTONE WALL DETAIL 2' min. 12` 100 Keystone Modular Block 0.0• r O O•.• OP.0 OOA• ?'�eS:•p;d:.p••d :•A.•8 :? t . 0. 38` mein. • p Geogrid is to be placed on level bacidiN and extended over the fiberglass pins. Place next unit. Pull geogrid taught and backlit. Stake as required. 18' min. ▪ O 0 •'4 0 • • • •m,• 0 • • O .0.. • • o - a o i o ••# • O 0 • ..40. o .. 0 - 11, _d.4 • I- • b'O . .■ ° •o - •••• • 0. •• . see Q f • a Wrap Washed Rock with Filler Fabric •01 Ilirai 14ON or Approved Equivalent GEOGRID & PIN CONNECTION DETAIL 2T - ?Q -SCALE T L h. .., READ MID,LETON, 1N OWN MME - - - MM R NM w MO M - - - MME MI Unit Drainage Fill (V ` Miinus Crushed Rock) OEM .MM Mw OEM OEM MEM U M Structural Reinforced Fill Zone 1 =1 I I= III= I..M• I III • VIM ---- -r-- i IMP =III =O M= 4• Diameter Perforated PVC Drain Pipe Surround with Minimum 1 cubic foot 1 Washed Rock per Lineal Foot Conned Drain to 4` Diameter "Wm et Iowa* point of Wall. Daylight at Face of Wall in o Rock Ballast Spr eeray or connect to an approved discharge point NOTE: For Tiered Walls, combined height cif beers shall be considered when determining required world length born the Geogrid Schedule. !0.67 2.67 467 017 867 10.67 1257 14_$7 16,67 1167 2067 22.67 24.67 - • Geogrid Reinforcement (See Wall Schedule) • c .2 ac a 0 i Seel Ma SKi 1 e N. N/Mh U!rEii ■N/////Nesess r, Wall Geogrid Height (fir) Leen9th (ft-) / 2 Mssimea Geogrid Layer Spacing (Ft.) (Measured From Bottom of Wad) 4 5 6 7 8 9 10 11 12 1 13 14 4 I 6.0 10.67 2.67 //MI / /� ■M■ / ■ ///■MMN/■M - I _ i - .■iI . 1 IIIIIMINIMIIIIIINIONHIOSIMIIMIMMIONIMOSOOIMINMNIMIIIIMMONOMI smeesa ■ !! m !! ' ,!!UN!!H N P!!!i!I ■■Bi:ri� ■■/ ■■■n.tA 11111.01104 .. 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DQ ■■■ ■ =cs*1R I ■./ roil I Yfihr t"eR a 000 •06 !er!4 dill • Kai ■S IMMO Aatt ■■ !i st. _ ?i■ 'V■ 14141•X ••sQA4!1 limatealassssmierAgt eljeeelSSOIpI.■....e►.rtCIr4 ■.■NIII2 11011111init ■ommo IKISMCV if iFilk1J8i46C1 H Fd!/.■.some/W ■M... MAI...t.i>Ki■ lift 1...■ P,Arr '.iJAR13!NI WPM X4E01 IU i% ON xtKKtis II, Q20_4Rf I■110 II bY ■eu MX ■■ ■F34 d011413 "Zd7b ■■■• !Mil 1111111.111 t! IN o San eiteleisesa'rtl.`/■ .. 11111111111111 swo■mi*VI .10212 II iC6ZoDG KhditKKS ti3,'/...NNNp asst`.■./.MIIIWatSc`-nAt3b1MN PCelle/■ / MIN ile Y ■tin /.dk.N. 11WallEItslk nenr,t0e,maiminuonms firviitel101OOM120041111 ■ ie e1..MN..//N cdPK►`meeeeiommommmr 1 ■PeACA>1" Sdicalli 0 / eti I.IiNi �NSIetbLQ5 WIMP= elaitay..s l 6121:•A 104141 5.011 MI 2PINrl N,75i • ... • •:::.• ...:.......... • r . ...:...............:.....:..... J ....:. r • SPECIFICATIONS: KEYSTONE WALL CONSTRUCTION GENERAL A. Work shall consist of furnishing and construction of a KEYSTONE Retaining WaH System or equal in accordance with these specifications and in reasonably close conformity with the lines, grades, and dimensions shown on the plans. B. Work includes preparing foundation soil, furnishing and installing leveling pads, drainage fill and backfill to the lines and grades shown on the construction drawings. C. Work includes furnishing and installing geogrid soil reinforcement of the type, size, location, and lengths designated on the construction drawings. SUBMITTALS A. Contractor shall submit a Manufacturer's certification, prior to start of work, that the retaining wall system components meet the requirements of this specification and the structure design. B. Contractor shall submit a test reprot documenting strength of specific modular concrete unit and geogrid reinforcement connection. The maximumn design tensile load of the geogrid shall be equal to the laboratory tested ultimate strength of gepgrid / facing unit connection at a maximum normal force limited by the "Hinge Height" of the structure divided by a safety factor of 1.5. The connection strength evaluation shall be performed in accordance with NCMA test method SRWU -1. QUALITY ASSURANCE A. Contractor shall submit certification, prior to start of work, that the retaining wall system (modular concrete units and specific geogrid) has been successfully utlilized on a minimum of five (5) similar projects, i.e., height, soil fill types, erection tolerances, etc. B. Contractor shall submit a list of f (5) previously constructed projects of similar size and magnitude by the wall installer where the specific retaining wall system has been constructed successfully. Contact names and telephone numbers shall be listed for each project. C. Owner shall provide soil testing and quality assurance inspection during earthwork and wall construction operations. Owner's quality assurance program does not relieve the contractor of responsibility for wall performance. DELIVERY, STORAGE AND HANDLING A. Contractor shall check all materials upon delivery to assure that the proper type, grade, color, and certification has been received. B. Contractor shall protect all materials from damage due to jobsite conditions and in accordance with manufacturer's recommendations. Damaged materials shall not be incorporated into the work. PRODUCTS DEFINITIONS A. Modular Unit: a concrete retainirg wall element machine made from prtland cement, water, and aggregates. B. Strutural Geogrid: a structural element formed by a regular network of integrally connected tensile elements with apertures of sufficient size to allow interlocking with surrounding soil, rock, or earth and function primarily as reinforcement. C. Unit Drainage Fill: drainage aggregate which is placed within and immediately behind the modular concrete units. D. Reinforced Backbit compacted soil which is placed within the reinforced soil volume as outlined on the plans. MODULAR CONCRETE RETAINING WALL UNITS A Modular concrete units shall conform to the following architectural requirements: face color concrete gray - standard manufacturers color may be specified by the Owner. face finish: sculptured rock face in angular configuration. Other face finishes will not be allowed without written approval of Owner. 200 1067 2157 4.67 6.67 Sig 1067 12..67 1467 1667 11167' 2067 22_67 24.67 26.87 bond configuration: running with bonds nominally located at midpoint vertically adjacent units, in both straight and curvec alignments. B. Modular concrete materials shat conform to the requirements of ASTM C1372- Standard Specifications for Segmental Retaining Wall Units. C. Modular concrete units Shall conform to the following structural and geometric requirements measured in accordance with appropriate references: compressive strength = 3000 ps minimum absorption = 8% maximum (6% n northwem states) for standard met aggregates V D. SHEAR CONNECTORS A. B. BASE LEVELING PAD MATERIAL A. Material shall consist of a compacted crushed rock base or non - reinforced concrete as shown on the construction drawings. UNIT DRAINAGE FILL A. B. A B. C. A B. C. dimensional tolerances = + 1/8" from nominal unit dimensions not including rough split face, + 1116" unit height - top and bottom planes unit size: 8" (H) x 18" (W) x 21" (D) minimum unit weight: 100Ibs/unit minimum for standard weight aggregates inter -unit shear strength: 1500 plf minimum at 2 psi normal pressure geogrid/unit peak connection strength: 1000 plf minimum at 2 psi normal force Modular concrete units shall conform to the following constructability requirements: vertical setback = 1.25* per course per the design alignment and grid positioning mechanism - fiberglass pins, two per unit minimum maximum horizontal gap between erected units shall be -1/2 inch Shear connectors shall be 112 inch diameter thermoset isopthalic polyester resin- puttruded fiberglass reinforcement rods or equivalent to provide connection between vertically and horizontally adjacent units. Strength of shear connectors between vertical adjacent units shall be applicable over a design temperature of 10 degrees F to +100 degrees F. Shear connectors shall be capable of holding the geogrid in the proper design position during grid pre- tensioning and backfilling. Unit drainage fill shall consist of clean 1" minus crushed rock meeting the following gradation tested in accordance with ASTM D-422: Sieve Size 1 inch 3/4 inch No. 4 No. 50 REINFORCED BACKFILL Percent Pasting 100 75 -100 0 -10 Q -5 Drainage fill shall be placed within cores of, between, and behind units a minimum distance of 18 as shown on the plans. Reinforced backfill shall be free of debris and generally meet the following gradation tested in accordance with ASTM 0 -422. Use of backfill that does not conform to this specification must be approved by the Geotechnical Engineer. Sieve$ize Percent Passing 1 1/4 inch 100-75 3/4 inch 100-75 No. 40 0-60 No. 200 0-35 The maximum aggregate size shall be limited to 1 1/2 inches unless field tests have been performed to evaluate potential strength reductions to the geogrid design due to damage during construction. Unsuitable soils for backfill (high plastic clays or organic soils) shall not be used in the backfill or in the reinforced soil mass. Contractor shall submit reinforced fill sample and laboratory test results to the Geotechnical Engineer for approval prior to the use of any reinforced fill material. GEOGRID SOIL REINFORCEMENT Geosyn hetic reinforcement shall consist of geogrids manufactured specifically for soil reinforcement applications and shall be manufactured from high tenacity polyester yam or high density polyethylene. Polyester geogrid shall be knitted from high tenacity polyester filament yam with a molecular weight exceeding 25,000 Meglm and a carboxyl end group values less than 30. Polyester geogrid shall be coated with an impregnated PVC coating that resists peeling, cracking eking and stripping Long Term Design Strength, of the geogrid material shall be at least 3,810 los/f for wad heights greater than 16 feet For wall heights of 16 feet or less, the Long Term Design Strength of the geogrid shall be at least 2,360 Ibs.lft.. Manufacturing Quality Control The geogrid manufacturer shall have a manufacturing quality control program that includes QC testing by an independent laboratory. The QC testing shall include: Tensile Strength Testing Melt Flow Index (HOPE) Weight (P ) DRAINAGE PIPE A The drainage pipe shall be rigid perforated PVC pipe manufactured in with ASTmi D•3034. d's;1) • A EXECUTION EXCAVATION A. Contractor shall excavate to the lines and grades shown on the construction drawings. The geotechnical engineer shall observe the excavation and approve prior to placement of leveling material or fill soils. Proof roll foundation area as recommended by the geotechnical engineer to determine if remedial work is required. B. Over - excavation and replacement of unsuitable foundation soils and replacement with approved compacted fill will be compensated as agreed upon with the Owner. BASE LEVELING PAD A. Leveling pad material shall be placed to the lines and grades shown on the construction drawings, to a minimum thickness of 6 inches and extend laterally a minimum of 6" in front and behind the modular wall unit. B. Soil leveling pad materials shall be compacted to a minimum of 95% Modified Proctor density per ASTM D- 1557 -91. C. Leveling pad shall be prepared to insure full contact to the base surface of the concrete units. MODULAR UNIT INSTALLATION A. First course of units shall be placed on the leveling pad at the appropriate line and grade. Alignment and level shall be checked in all directions and insure that all units are in full contact with the base and properly seated. B. Place the front units side -by -side. Do not leave gaps between adjacent units. Layout of corners and curves shall be in accordance with manufacturer's recommendations. Install shear /connecting devices per manufacturer's recommendations. Wall batter shall be 8.8 degrees from vertical. Place and compact drainage fill within and behind wall units. Place and compact backfill soil behind drainage fill. Follow wall erection and drainage fill closely with structure backfill. E. Maximum stacked vertical height of wall units, prior to unit drainage fill and backfill placement and compaction, shall not exceed two courses. STRUCTURAL GEOGRID INSTALLATION A. Geogrid shall be oriented with the highest strength axis perpendicular to the wall alignment. B. Geogrid reinforcement shall be placed at the strengths, lengths, and elevations shown on the construction design drawings or as directed by the Engineer. C. The geogrid shall be laid horizontally on compacted backfill and attached to the modular wall units. Place the next course of modular concrete units over the geogrid. The geogrid shall be pulled taut, and anchored prior to backfill placement on the geogrid. D. Geogrid reinforcements shall be continous throughout their embedment lengths and placed side -by -side to provide 100% coverage at each level. Spliced connections between shorter pieces of geogrid or gaps between adjacent pieces of geogrid are not permitted. REINFORCED BACKFILL PLACEMENT A Reinforced backfill all be placed, spread, and compacted in such a manner that minimizes the development of slack in the geogrid and installation damage. B. Reinforced backfill shall be placed and compacted in lifts not to exceed 6 inches where hand compaction is used, or 8 - inches where heavy compaction equipment is used. Lift thickness shall be decreased to achieve the required density as required. C_ Reinforced backfill shall be compacted to 90% of the maximum density as determined by ASTM D- 1557 -91. The moisture content of the backfill material prior to and during compaction shall be at or near the optimium moisture content. D. Only lightweight hand-operated equipment shall be allo■ved within 3 feet from the tail of the modular concrete unit. E. Tracked construction equipment shall not be operated directly upon the geogrid reeinfor1eceament A minimum fill thickness of 6 inches is required prior to operation of traced vehicles over the geogrid. Tracked vehicle turning should be kept to a minimum to prevent tracks from displacing the fill and damaging the geogrid. F Rubber tired equipment may pass over geogrid reinforcement at slow speeds, less than 10 MPH. Sudden braking and sharp turning shall be avoided. G. At the end of each day's operation, the Contractor shall slope the last lift of reinforced backfil away from the wall units to direct runoff away from wall face. The Contractor shall not allow surface runoff from adjacent areas to enter the wall construction site. CAP It4STALLAiiON A Cap units shall be glued to undertying units with an all- weather adhesive recommended by the manufacturer. AS -BUILT CONSTRUCTION TOLERANCES A Vertical algrrnent ♦1.5` over any 4 10' distance B_ VIM Batter wears 2 degrees of desgn Matter C. Horiszor*al all yment +1.5` over any 10' distance 'Corners. bents, curies +1 ft. to theorelicel location D_ Mm n urn horizontal gap bMerrusn erected units shll bola inch. FIELD d1AL/i1/ CONT110L The gra cone4rtictiian shell be observed by Me getiMcfrtical ergneeer an time Weir Telling of Me compectid WWI slaw be perfoneed by Me gocalcihnicli engineer_ As a ncinillrurn. quality aseursince should Include foundation sad inspection. sail and WWII testing liediicartion of design peresuessers. and abserveelion of consolation for general oawlpilence r11eMr drew dierringe and speolicationt • s>, 8" I 21° ± 2H : 1V Slope (ems -) I I NOT - TO 12' Leveling Pad (Crushed Rock) 18" • • •• . ... . .r• ; .. : . ..r• . •; .... •. r . •-- FRONT VIEW [Z ••••• t:•••• 18' Il l TOP VIEW KEYSTONE BLOCK STANDARD UNIT DETAIL NOT - TO - SCALE TYPICAL KEYSTONE WALL DETAIL 2' min. 12` 100 Keystone Modular Block 0.0• r O O•.• OP.0 OOA• ?'�eS:•p;d:.p••d :•A.•8 :? t . 0. 38` mein. • p Geogrid is to be placed on level bacidiN and extended over the fiberglass pins. Place next unit. Pull geogrid taught and backlit. Stake as required. 18' min. ▪ O 0 •'4 0 • • • •m,• 0 • • O .0.. • • o - a o i o ••# • O 0 • ..40. o .. 0 - 11, _d.4 • I- • b'O . .■ ° •o - •••• • 0. •• . see Q f • a Wrap Washed Rock with Filler Fabric •01 Ilirai 14ON or Approved Equivalent GEOGRID & PIN CONNECTION DETAIL 2T - ?Q -SCALE T L h. .., READ MID,LETON, 1N OWN MME - - - MM R NM w MO M - - - MME MI Unit Drainage Fill (V ` Miinus Crushed Rock) OEM .MM Mw OEM OEM MEM U M Structural Reinforced Fill Zone 1 =1 I I= III= I..M• I III • VIM ---- -r-- i IMP =III =O M= 4• Diameter Perforated PVC Drain Pipe Surround with Minimum 1 cubic foot 1 Washed Rock per Lineal Foot Conned Drain to 4` Diameter "Wm et Iowa* point of Wall. Daylight at Face of Wall in o Rock Ballast Spr eeray or connect to an approved discharge point NOTE: For Tiered Walls, combined height cif beers shall be considered when determining required world length born the Geogrid Schedule. !0.67 2.67 467 017 867 10.67 1257 14_$7 16,67 1167 2067 22.67 24.67 - • Geogrid Reinforcement (See Wall Schedule) • c .2 ac a 0 i Seel Ma SKi 1 e KEYSTONE WALL - GEOGRID SCHEDULE Wall Geogrid Height (fir) Leen9th (ft-) 1 2 3 Geogrid Layer Spacing (Ft.) (Measured From Bottom of Wad) 4 5 6 7 8 9 10 11 12 1 13 14 4 I 6.0 10.67 2.67 - 1 - I _ i - I_ !- I- I _ - y- I- 6 I 6.0 10.67 j 2.67 4.67 - I - I - I- - - t 8 I 8.0 l 4.67 6.67 - I - 1. i- _ .. _ • __ ,,� ` r• y 10 8 .0 I 0.67 1 2.67 4.67 6.67 8.67 - I - I - I .. I � r - _ I � e� - 16. s . , 12 I 10.0 10.67 2.67 4.67 6.67 8.67 10-67 - w - 1 1231119-17'&. 14 1 10.0 10.67 2.67 4.67 6.67 8.67 10.67 12.67 - J 16 1 12.0 10.67 267 4.67 6.67 8.67 10.67 12.b7 14.67 - - L T �.r � = d p 18 L 14.0 1 087 267 4.87 6.67 6.87 10.67' 2.67 14.67' 16.67' 12.67'14_67 ' - 1- `- - ! - ', 20 14.0 10.67 ' 2.67 4.67 1 6.67 8.87 90.67 12.87 14.67 16.67' 18.67 E- - n 11..0 IO67 ' 2.87' 410 6`67 8.67 1067 12.67 14.87 16.67 18.67 20.17` • I 24 18.0 10.x87 2.67 467 6.67 8.67 10117 12.67 14.67 18,67 1&07 20.67 22.67 - 1- r • SPECIFICATIONS: KEYSTONE WALL CONSTRUCTION GENERAL A. Work shall consist of furnishing and construction of a KEYSTONE Retaining WaH System or equal in accordance with these specifications and in reasonably close conformity with the lines, grades, and dimensions shown on the plans. B. Work includes preparing foundation soil, furnishing and installing leveling pads, drainage fill and backfill to the lines and grades shown on the construction drawings. C. Work includes furnishing and installing geogrid soil reinforcement of the type, size, location, and lengths designated on the construction drawings. SUBMITTALS A. Contractor shall submit a Manufacturer's certification, prior to start of work, that the retaining wall system components meet the requirements of this specification and the structure design. B. Contractor shall submit a test reprot documenting strength of specific modular concrete unit and geogrid reinforcement connection. The maximumn design tensile load of the geogrid shall be equal to the laboratory tested ultimate strength of gepgrid / facing unit connection at a maximum normal force limited by the "Hinge Height" of the structure divided by a safety factor of 1.5. The connection strength evaluation shall be performed in accordance with NCMA test method SRWU -1. QUALITY ASSURANCE A. Contractor shall submit certification, prior to start of work, that the retaining wall system (modular concrete units and specific geogrid) has been successfully utlilized on a minimum of five (5) similar projects, i.e., height, soil fill types, erection tolerances, etc. B. Contractor shall submit a list of f (5) previously constructed projects of similar size and magnitude by the wall installer where the specific retaining wall system has been constructed successfully. Contact names and telephone numbers shall be listed for each project. C. Owner shall provide soil testing and quality assurance inspection during earthwork and wall construction operations. Owner's quality assurance program does not relieve the contractor of responsibility for wall performance. DELIVERY, STORAGE AND HANDLING A. Contractor shall check all materials upon delivery to assure that the proper type, grade, color, and certification has been received. B. Contractor shall protect all materials from damage due to jobsite conditions and in accordance with manufacturer's recommendations. Damaged materials shall not be incorporated into the work. PRODUCTS DEFINITIONS A. Modular Unit: a concrete retainirg wall element machine made from prtland cement, water, and aggregates. B. Strutural Geogrid: a structural element formed by a regular network of integrally connected tensile elements with apertures of sufficient size to allow interlocking with surrounding soil, rock, or earth and function primarily as reinforcement. C. Unit Drainage Fill: drainage aggregate which is placed within and immediately behind the modular concrete units. D. Reinforced Backbit compacted soil which is placed within the reinforced soil volume as outlined on the plans. MODULAR CONCRETE RETAINING WALL UNITS A Modular concrete units shall conform to the following architectural requirements: face color concrete gray - standard manufacturers color may be specified by the Owner. face finish: sculptured rock face in angular configuration. Other face finishes will not be allowed without written approval of Owner. 200 1067 2157 4.67 6.67 Sig 1067 12..67 1467 1667 11167' 2067 22_67 24.67 26.87 bond configuration: running with bonds nominally located at midpoint vertically adjacent units, in both straight and curvec alignments. B. Modular concrete materials shat conform to the requirements of ASTM C1372- Standard Specifications for Segmental Retaining Wall Units. C. Modular concrete units Shall conform to the following structural and geometric requirements measured in accordance with appropriate references: compressive strength = 3000 ps minimum absorption = 8% maximum (6% n northwem states) for standard met aggregates V D. SHEAR CONNECTORS A. B. BASE LEVELING PAD MATERIAL A. Material shall consist of a compacted crushed rock base or non - reinforced concrete as shown on the construction drawings. UNIT DRAINAGE FILL A. B. A B. C. A B. C. dimensional tolerances = + 1/8" from nominal unit dimensions not including rough split face, + 1116" unit height - top and bottom planes unit size: 8" (H) x 18" (W) x 21" (D) minimum unit weight: 100Ibs/unit minimum for standard weight aggregates inter -unit shear strength: 1500 plf minimum at 2 psi normal pressure geogrid/unit peak connection strength: 1000 plf minimum at 2 psi normal force Modular concrete units shall conform to the following constructability requirements: vertical setback = 1.25* per course per the design alignment and grid positioning mechanism - fiberglass pins, two per unit minimum maximum horizontal gap between erected units shall be -1/2 inch Shear connectors shall be 112 inch diameter thermoset isopthalic polyester resin- puttruded fiberglass reinforcement rods or equivalent to provide connection between vertically and horizontally adjacent units. Strength of shear connectors between vertical adjacent units shall be applicable over a design temperature of 10 degrees F to +100 degrees F. Shear connectors shall be capable of holding the geogrid in the proper design position during grid pre- tensioning and backfilling. Unit drainage fill shall consist of clean 1" minus crushed rock meeting the following gradation tested in accordance with ASTM D-422: Sieve Size 1 inch 3/4 inch No. 4 No. 50 REINFORCED BACKFILL Percent Pasting 100 75 -100 0 -10 Q -5 Drainage fill shall be placed within cores of, between, and behind units a minimum distance of 18 as shown on the plans. Reinforced backfill shall be free of debris and generally meet the following gradation tested in accordance with ASTM 0 -422. Use of backfill that does not conform to this specification must be approved by the Geotechnical Engineer. Sieve$ize Percent Passing 1 1/4 inch 100-75 3/4 inch 100-75 No. 40 0-60 No. 200 0-35 The maximum aggregate size shall be limited to 1 1/2 inches unless field tests have been performed to evaluate potential strength reductions to the geogrid design due to damage during construction. Unsuitable soils for backfill (high plastic clays or organic soils) shall not be used in the backfill or in the reinforced soil mass. Contractor shall submit reinforced fill sample and laboratory test results to the Geotechnical Engineer for approval prior to the use of any reinforced fill material. GEOGRID SOIL REINFORCEMENT Geosyn hetic reinforcement shall consist of geogrids manufactured specifically for soil reinforcement applications and shall be manufactured from high tenacity polyester yam or high density polyethylene. Polyester geogrid shall be knitted from high tenacity polyester filament yam with a molecular weight exceeding 25,000 Meglm and a carboxyl end group values less than 30. Polyester geogrid shall be coated with an impregnated PVC coating that resists peeling, cracking eking and stripping Long Term Design Strength, of the geogrid material shall be at least 3,810 los/f for wad heights greater than 16 feet For wall heights of 16 feet or less, the Long Term Design Strength of the geogrid shall be at least 2,360 Ibs.lft.. Manufacturing Quality Control The geogrid manufacturer shall have a manufacturing quality control program that includes QC testing by an independent laboratory. The QC testing shall include: Tensile Strength Testing Melt Flow Index (HOPE) Weight (P ) DRAINAGE PIPE A The drainage pipe shall be rigid perforated PVC pipe manufactured in with ASTmi D•3034. d's;1) • A EXECUTION EXCAVATION A. Contractor shall excavate to the lines and grades shown on the construction drawings. The geotechnical engineer shall observe the excavation and approve prior to placement of leveling material or fill soils. Proof roll foundation area as recommended by the geotechnical engineer to determine if remedial work is required. B. Over - excavation and replacement of unsuitable foundation soils and replacement with approved compacted fill will be compensated as agreed upon with the Owner. BASE LEVELING PAD A. Leveling pad material shall be placed to the lines and grades shown on the construction drawings, to a minimum thickness of 6 inches and extend laterally a minimum of 6" in front and behind the modular wall unit. B. Soil leveling pad materials shall be compacted to a minimum of 95% Modified Proctor density per ASTM D- 1557 -91. C. Leveling pad shall be prepared to insure full contact to the base surface of the concrete units. MODULAR UNIT INSTALLATION A. First course of units shall be placed on the leveling pad at the appropriate line and grade. Alignment and level shall be checked in all directions and insure that all units are in full contact with the base and properly seated. B. Place the front units side -by -side. Do not leave gaps between adjacent units. Layout of corners and curves shall be in accordance with manufacturer's recommendations. Install shear /connecting devices per manufacturer's recommendations. Wall batter shall be 8.8 degrees from vertical. Place and compact drainage fill within and behind wall units. Place and compact backfill soil behind drainage fill. Follow wall erection and drainage fill closely with structure backfill. E. Maximum stacked vertical height of wall units, prior to unit drainage fill and backfill placement and compaction, shall not exceed two courses. STRUCTURAL GEOGRID INSTALLATION A. Geogrid shall be oriented with the highest strength axis perpendicular to the wall alignment. B. Geogrid reinforcement shall be placed at the strengths, lengths, and elevations shown on the construction design drawings or as directed by the Engineer. C. The geogrid shall be laid horizontally on compacted backfill and attached to the modular wall units. Place the next course of modular concrete units over the geogrid. The geogrid shall be pulled taut, and anchored prior to backfill placement on the geogrid. D. Geogrid reinforcements shall be continous throughout their embedment lengths and placed side -by -side to provide 100% coverage at each level. Spliced connections between shorter pieces of geogrid or gaps between adjacent pieces of geogrid are not permitted. REINFORCED BACKFILL PLACEMENT A Reinforced backfill all be placed, spread, and compacted in such a manner that minimizes the development of slack in the geogrid and installation damage. B. Reinforced backfill shall be placed and compacted in lifts not to exceed 6 inches where hand compaction is used, or 8 - inches where heavy compaction equipment is used. Lift thickness shall be decreased to achieve the required density as required. C_ Reinforced backfill shall be compacted to 90% of the maximum density as determined by ASTM D- 1557 -91. The moisture content of the backfill material prior to and during compaction shall be at or near the optimium moisture content. D. Only lightweight hand-operated equipment shall be allo■ved within 3 feet from the tail of the modular concrete unit. E. Tracked construction equipment shall not be operated directly upon the geogrid reeinfor1eceament A minimum fill thickness of 6 inches is required prior to operation of traced vehicles over the geogrid. Tracked vehicle turning should be kept to a minimum to prevent tracks from displacing the fill and damaging the geogrid. F Rubber tired equipment may pass over geogrid reinforcement at slow speeds, less than 10 MPH. Sudden braking and sharp turning shall be avoided. G. At the end of each day's operation, the Contractor shall slope the last lift of reinforced backfil away from the wall units to direct runoff away from wall face. The Contractor shall not allow surface runoff from adjacent areas to enter the wall construction site. CAP It4STALLAiiON A Cap units shall be glued to undertying units with an all- weather adhesive recommended by the manufacturer. AS -BUILT CONSTRUCTION TOLERANCES A Vertical algrrnent ♦1.5` over any 4 10' distance B_ VIM Batter wears 2 degrees of desgn Matter C. Horiszor*al all yment +1.5` over any 10' distance 'Corners. bents, curies +1 ft. to theorelicel location D_ Mm n urn horizontal gap bMerrusn erected units shll bola inch. FIELD d1AL/i1/ CONT110L The gra cone4rtictiian shell be observed by Me getiMcfrtical ergneeer an time Weir Telling of Me compectid WWI slaw be perfoneed by Me gocalcihnicli engineer_ As a ncinillrurn. quality aseursince should Include foundation sad inspection. sail and WWII testing liediicartion of design peresuessers. and abserveelion of consolation for general oawlpilence r11eMr drew dierringe and speolicationt • s>, 8" I 21° ± 2H : 1V Slope (ems -) I I NOT - TO 12' Leveling Pad (Crushed Rock) 18" • • •• . ... . .r• ; .. : . ..r• . •; .... •. r . •-- FRONT VIEW [Z ••••• t:•••• 18' Il l TOP VIEW KEYSTONE BLOCK STANDARD UNIT DETAIL NOT - TO - SCALE TYPICAL KEYSTONE WALL DETAIL 2' min. 12` 100 Keystone Modular Block 0.0• r O O•.• OP.0 OOA• ?'�eS:•p;d:.p••d :•A.•8 :? t . 0. 38` mein. • p Geogrid is to be placed on level bacidiN and extended over the fiberglass pins. Place next unit. Pull geogrid taught and backlit. Stake as required. 18' min. ▪ O 0 •'4 0 • • • •m,• 0 • • O .0.. • • o - a o i o ••# • O 0 • ..40. o .. 0 - 11, _d.4 • I- • b'O . .■ ° •o - •••• • 0. •• . see Q f • a Wrap Washed Rock with Filler Fabric •01 Ilirai 14ON or Approved Equivalent GEOGRID & PIN CONNECTION DETAIL 2T - ?Q -SCALE T L h. .., READ MID,LETON, 1N OWN MME - - - MM R NM w MO M - - - MME MI Unit Drainage Fill (V ` Miinus Crushed Rock) OEM .MM Mw OEM OEM MEM U M Structural Reinforced Fill Zone 1 =1 I I= III= I..M• I III • VIM ---- -r-- i IMP =III =O M= 4• Diameter Perforated PVC Drain Pipe Surround with Minimum 1 cubic foot 1 Washed Rock per Lineal Foot Conned Drain to 4` Diameter "Wm et Iowa* point of Wall. Daylight at Face of Wall in o Rock Ballast Spr eeray or connect to an approved discharge point NOTE: For Tiered Walls, combined height cif beers shall be considered when determining required world length born the Geogrid Schedule. !0.67 2.67 467 017 867 10.67 1257 14_$7 16,67 1167 2067 22.67 24.67 - • Geogrid Reinforcement (See Wall Schedule) • c .2 ac a 0 i Seel Ma SKi 1 e • W I j co - -- - co H i - -- - rl _____ _ r V — 1. ALL EARTHWORK SHALL BE PERFORMED IN ACCORDANCE WITH CITY. PRECONSTRUCTION SOILS INVESTIGATION MAY BE REQUIRED TO EVALUATE SOILS STABILITY. 2. IF CUT AND FILL SLOPES EXCEED A MAXIMUM OF TWO FEET HORIZONTAL TO ONE FOOT VERTICAL, A ROCK, BLOCK OR CONCRETE RETAINING WALL MAY BE REQUIRED. ALL ROCK RETAINING WALLS GREATER THAN FOUR (4) FEET IN HEIGHT ARE TO FOLLOW CITY SPECIFICATIONS AND TO BE DESIGNED AND CERTIFIED BY A CIVIL ENGINEER EXPERIENCED IN SOILS MECHANICS (SEE SOILS REPORT FOR RECOMMENDATIONS). 3. STOCKPILES ARE TO BE LOCATED IN SAFE AREAS AND ADEQUATELY PROTECTED BY TEMPORARY SEEDING AND MULCHING. HYDROSEED PREFERRED. 4. ALL EARTHWORK AND CONSTRUCTION RELATED ACTIVITIES SHALL BE PER THE RECOMMENDATIONS OUTLINED BY THE GEOTECHNICAL ENGINEER. ALL COMPACTION SHALL BE IN ACCORDANCE WITH THE DESIGN RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEERING REPORT. 5. THE DRAINAGE SYSTEM SHALL BE INSTALLED IN ACCORDANCE WITH THE APPROVED PLAN (SEE ATTACHED). 6. DRAINAGE PLANS SHALL BE ON -SITE FOR DRAINAGE INSPECTION. 7. THE GEOTECHNICAL ENGINEERS SHALL EXAMINE ALL STRIPPED SUBGRADE AREAS AND THE PROOF ROLLING OPERATIONS PRIOR TO THE START OF ALL PLACEMENT OR EARTHWORK. 8. THE GEOTECHNICAL ENGINEERS SHALL PERFORM FIELD DENSITY TESTING OF STRUCTURAL FILLS DURING PLACEMENT AND OBSERVE THE GRADING AND EARTHWORK OPERATION. CUT: 68.000 CY FILL: 63.000 CY TOTAL NET: 5.000 CY CUT • — A PORTION OF THE SE 1/4 OF THE SE 1/4, SECTION 9 AND A PORTION OF THE SW 1/4 OF THE SW 1/4, SECTION 10, ALL IN T. 23 N., R. 4 E., W.M. I I I I e pf / f I I r • t I 4 1 / 1 / , 1 � , 1 ! / 1 I \ " ,/ „//„/ ,1,11/1 - ; r't - - 4 • \\ , / , , ----- - - - - -- ` — - - - -- = --- - _ , , I / I I / �_ " ..x..11 ' , , \ !/^`� -•• _ ,. yam yy��-- C , I r , r , , N a t I I ' ► � . r .r / / , I / t 1 , \+ rr l J r r , , i + 1 �- , , ,I 1 1 ,/ 4 1 /I + 1 I + + r� r , ' r t ; r), 1 �+,r7O t � ; J / I I J ! O / r p r I 1 1 1 r 4 / // I, 11 r r , , 1 r // r ,r , , _ It 4 / 4 , r , elnew 4111111• r -'1 1 1 1 I , i i ' \. 1 a t 1 / txIST STREAM' . .....-.--) I • 1 1 1 I ■ I ! • / J \ / • � I I .11M. 41•1111M!. AV � f 4 ICI; 66 Cr: (to N C: R`TH 0 15 30 WALL LEC�E L KEYSTONE WALL MN IN BATTER ULTRA BLOCK WALL CONCRETE RETAINING WALL. l __ _ - .e 1 NoT: 0 . 7_ zuw /N iouriam MENIIMiiii" Alpo I __ I I : I „ r -, • _1_4%44611 File: D03 -0060 35mm Drawing #1 -6 IIIIIIIT I 1 1 I 1I I I I I 2I 11. I i 3I I I. / 4) 5I I Since 1872" ' 96 t�6 £L Z6 �l 06 6 L 5 1 E Z 6 W 3 ���►I���� 1111����I����I���� 1111����l��111111�I����1111 ����I����I8 ����I�►��I����I� 9 Rpt- DrainageCalcs Page 1 Sheetl SABEY • INS BUILDING 2/20/2003 All A10 A9 0.11 0.90 0.07 0.90 0.01 0.90 0.32 0.90 0.10 I 0.90 0.16 0.90 0.41 0.51 0.59 1.04 0.49 0.54 0.49 0.07 I 0.08 1 907 0.11 0.74 I 0.67 0.10 0.85 0.77 0.06 2.39 215 0.01 ; 2.40 0.26 1 0.90 023 I 3.41 10.00 0.05 10.05 0.21 10.26 0.02 10.28 0.20 1000 0.20 10.20 0.23 10.43 0.22 1065 0.18 10 83 0.31 11,13 0.19 11.13 10.00 10 t6 11.39 0.19 11.58 11.81 12.01 12.18 12.32 12.53 12.69 12.74 0.14 0.20 0.16 0.05 0,23 10,00 0.11 I 0.90 0.54 I 0.90 0.20 090 0.18 3.61 3.89 3.32 3.59 SEDPOND IME OF CONCENTRATION MIN 10.00 TACOMA MRI I m n 0.516 0.527 0.533 0.539 0.542 Bond Ant K I 0 =__ ® v III t I MtJ! d PIP BARREL L «TW :; . FRICT � l7 �3)• V 1. 1 EL' N" LOSS ft ���� u'il �b 0.219 3 21 3.68 3.87 4.08 0.44 0.79 0,20 0.23 0.22 0.10 0.31 0.19 0.79 0.79 0.79 8.04 5.85 18.49 7.71 0.80 1.06 1.39 1.41 0.010 0.076 0.110 0.05 0.79 0.14 0.79 40.81 0.024 19.36 18.13 0.05 1.77 0.04 I 1.77 0.25 I 1.77 0.026 9,48 0.113 6.26 0.20 I 0.79 0.54 0.79 0.22 0.79 0.33 1 1.23 0.06 0.79 0.01 I 1.77 0.38 1 1.77 0.06 4.91 0.07 7.07 0.18 0.79 81.60 111, 8 111.88 83.43 74.60 EMI 81.28 85.55 57,62 49.31 49,26 HEAD L 0.0014 _ 0.002 0.0028 0.0058 0.0087 0.0174 0.0160 0.0320 0.1 03 0.3008 0.0088 0,0175 0.0133 0.0265 0.0260 0.0521 0.0790 _ 0.1580 0,0919 0,1837 0.1209 0.2417 0.0187 0.0373 0.0004 0.0345 0.0440 0.3173 0.3144 0.0008 0.0689 0.0880 0.8348 0.6287 0,3944 0.4171 0.4619 0.5081 0.7889 0.8342 0.9238 1.0121 0.2386 0.1272 0.1323 0,1516 0.4772 0.2544 0.2645 0.3033 0,0408 0.0818 0.0408 0.0816 0.0408 0.0816 0.0818 0.0051 0,0101 0,0051 0.0101 0.0123 0.0247 0.0123 _ 0.0247 0.0123 0.0247 0.0088 _ 0.0172 0.0088 0.0172 0.0088 0,0086 0.0020 0.0049 0.0065 0.0172 0.0040 0.0098 0.0130 0.0088 0.0176 CON ROL 121.53 121.09 120.58 120,07 119.78 116.90 114.70 112.44 111.78 111.78 111,81 110,95 104.46 99.94 97,15 92.41 84.95 75.32 74.16 65,02 63.91 81.38 65,67 45.49 34.41 24.84 21.44 57.64 49.33 49.30 49.37 48.71 22.98 21.02 12.45 12.41 12.41 12,39 49.30 WEI INLET CO F C 0.0398 0.0398 0.0398 0.0398 0.0398 0.0398 0.0398 0.0398 0.0398 0.0398 0.0398 0.87 0.87 0.67 0.67 0.87 0.67 0,87 0.87 0.87 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.87 0.87 0.87 0.87 0.67 0.87 0.67 0.87 0.87 0.87 0.67 0.0398 0.67 .2 0,73 0.75 0,78 0.82 0.83 0.83 0,55 0.77 0.79 0.99 0.97 01 1.03 03 1.05 0.98 .09 .05 1.07 0.78 0.78 0.72 0.72 0.72 0.77 0.84 0.83 0.70 0.0398 0,0398 0.0398 0.0398 0.0398 0.0398 0.0398 0.0398 0.0398 0.0398 0.0398 0.0398 0.0398 0.0398 0.0398 0 0398 0.0398 0.0398 0.0398 0.0398 0.0398 0.0398 0.0398 0.0398 0.0398 0.0398 0.5 0.0398 INL CONTROL HD• 2.29 2.29 2.29 2.29 2.29 2.29 0,81 0.81 1.26 .05 1.05 1.05 1.05 0.51 0.79 0.91 1.07 119,90 123.51 112.23 109.94 98,90 101.59 91.48 83.66 81.82 81.00 82.45 109,90 119.99 109.99 95.90 48.89 20.99 0,0150 0.0299 0.0155 0.0311 0.0141 0.0283 0.0882 _ 0.1724 83.65 0,0019 0.0037 0.0002 0.0123 0.0243 0.0485 0.0199 0.0397 0.0408 0,0818 0.0408 0.0816 0.0172 0.1410 0.2819 0.0183 0.0088 0.0054 0.0108 0.0385 0.0176 OUTLET 0.0398 0.0398 0.0398 0.0398 0.0398 0.0398 CB NUMBER FROM DB D7 DI KORTH C7 C6 C5 C4 C3 C2 Cl A14 A13 Al2 A11 A10 AS AB A7 A6 A5 BYPASS INLET B5 84 83 B2 >SOUTN - PO4O • OTFAC E5 E4 ESION STORM D1 0.50 OUTFALL 0,01 A13 0.08 A8 Al A6 AS Aa A3 B3 82 BI OUTLET 0.17 0.90 0.21 0.19 0,90 0.01 0.37 0.33 0.90 0.49 0.44 0.90 0,50 0.45 0.90 0,33 0.90 0,08 0.80 0.10 0.37 I 0.46 0.57 ' 0.42 10.00 2.51 1.06 1 N -12 1.07 - 2.44_ 2 6 , N-12 0.15 2.51 038 028 - 10.00 2.51 070 0.57 10.00 0,44 10.44 2.45 139 l 0.45 10.00 2.51 -1--- 1.13 ; -12 2.25 10.44 0.39 '®` 2.40 5 40 . N-12 _ - .,120.05 „45''. 1.00 .•12 3.57 .119.52: ,53 1.00 12 • , 3.57 118.99 '''53 1.00 r; ":12 3.57 118.99 118.54 45 1.00 • '•12 ' : 3,57 118.54 • 115.62 124 2.35 - "' 12 . 5.48 115.82 113.34 „ 82 - 2.78 ;" 12 • :' 5,96 113.34 109.04 1 ' 49 '' 8 78 '",12 10.58 10.00 2.51 1.22 • N -12 111.38 1110 0 ..,. 10.00 2.51 0. N -12 120.00 11)00 27.27 0.16 Q,djj 2.48 1.65 N -12 111.00 110,16- 84 :' 10.0 2.44 1 87 , N -12 . •109,04 ^112 100 ;12 3.57 -® 5 02 N-12 109.04' ' 108,30 68 '? 1 09 ; 1 2 • 3.73 2.31 5 00 •.' N -12 108.30 ` 100.60 159 464 ; , '12 •768 0.25 Nam 2.29 5 60 • N-12 100,60 96.85 X 108 3 73 x ;12 " 0.18 2.27 5 78 N -12 96.85 • 94.00 91„ ' 2 91 x ;'12 • " . -� 2.25 6 06 `" N-12 94.00 88.85 ; 99 5.20 • ',12 8 15 ® 2.24 6 3S N -12 88.85 80.40 147 • 5,75 12 12.53 2722 6 80 : ' N -12 80.15 73.28 117 "r. 5.89 ; (15 12.69 2.20 715 ` ^�;N•12 73.01 72.80. • 21 1.00 ;:'118 "� 7 29 ; 1412 72.80. 62.80 '170 5.88 :16 '• 2.17 7.81 N -12 82.80 8058 49 4.53 .•;',18 E3 MINNIENMIN - - -_ - -- E2 - -__. 0.99 NO11TH VAU 1.TFA = - - - - 099 OUTLET AIB I - -- :; AlA I - - I 86 v N -12 _EXIST CB ®. -- 0.86 1 0,80 0.69 I - - - � 1 1 86 86 =•, ; -12 (:1.12 • EXIST CB 1.09 0.80 0.86 0.69 _- 1800 2.51 3 58 N 10,00 1 0.79 EXIST CB EXIST CB 0.49 1 0.90® '®` 2.40 5 61 ,?- N•12 EXIST CB 2.30 6 46 " N-12 :. 0.54 0.90 0.49 2.98 2.49 - 2.28 753 ';; N-12 EXIST CB - 7.53 � N- 12 8.75 8.38 115 EXIST CB OUTFACE EXJSTCB �� - 7 53 N-12 8.78 8.38 28 s � �� = 7 53 ✓ N-12 7.35 7.10 25 , F•1 O17TFALL 0.2 -- 0.26 0.29 0.26 10.00 �� ; >N I 18.20 18.07 ,28 i 0.47 0.84 0.85 1.09 1.33 0.47 0.83 1.09 O.CIA MANNINGS • UP. • DOWN :LENGTH SLOPE ' ;;PIPE •j Q cls n • E ft •1E 8 R :DIA 118.90 122.50 111.20 108,90 95.85 100,55 90.20 2.51 0. 83 : N -12 120.50 2.48 1.03 •: N-12 120.05 2.45 1 26 '` :: N -12 119.52 2.42 144 " ' N-12 2.40 2.51 . : , ,N•12 2.38 2 70 ; ' N-12 3.10 ,N -12 0.99 0 99 0.99 N•12 PVC 111.20 ' 78 ' 'j 119.25 108,90 95,85 • 19 90.20 91 90.20 120 8.62 •"•12 10.49 81.87 153 18.52 :' 12 15,37 N -12 82.65 77.79 118 4.12 N•12 80,60 79,93 84 0.80 ;12 . 3.19 N -12 79.93 78,85 101 1.07 ;'12 3.69 81.40 77,79 ' 20 • 1805 ., 12` 15.18 61.62 •55.25 '50 12.74 15 , 23.12 N 12 58.00 58 8 ; *. N-12.:. 56.80 "•' 48.00 N-12 48,00 .48.60 N-12' 48.00 4 N-12 47.00 48.60 • I BO N-12 81.00 80.45 55 ` , 1 00 , .12" 3.57 1 80 N -12 ` • 80.45 64,40 279 "•'> 5.75 z • "12 „' : 8.57 I 80 14.12 64.40 ' 44.45 154 12.95 ,J 12 :'' 12.86 1.80 ° -12 • 44.45 '33.50 • 81 .. 1352 .:fi12 13.13 1.80 N 33.50 23.70' • 72 13.61 ,•,12 ; 13.18 1.80 ,' • N -12 23.70 20.80 92 3.37 ;12 8.56 53.00 46.00 9 48.00 2200 22.00 . 20.00 20,00 11,19 135 9.69 900 173 :' 9.00 8,10 225 8.10 : 7.66 83 ,'.. 7.66 7.40 30 DSON n j CAP 0.028 t 0.013 ! 0.011 0.013 0.011 0.014 0.012 0.014 I 0.012 i -� 9.87 ' . Y 13.00 , ",,i12 3.29 ;, 88 68 v.: ?12 2 1 821 , re 2.33 ;12 5.45 2.22 x,, 5.33 55.56 46.43 8.70 6.53 0.40 0.40 0.70 0.87 0.50 1.62 1.00 8 y;. 7,42 0. 52.27 t 88.88 ULL Cs 11.22 12.88 6.48 29.61 8.90 8.57 15.72 10.53 25.55 22.42 12.95 O 9.01 0.50 ;l12 *` 2.53 0, 0029 :: 112.24 0,0050 0.0056 '. 112,24 . 0.0031 '. 0,0174 09,94 0.02 1 0,0299 98,90 , 0.0126 0.0 0.0311 , ;91,50 0.0627 • 0.0283 50 0.0753 0.1724 " 83,67 0.5853 0. 0037 63.87 0.0097 0.0123 •80,70 0.0229 0.0485 83 87 0.1087 0,0320 ° <8387 0.0142 0,3006 82, 0.2478 0.0816 _ 81.16 0.0816 -85.04 0.0816 2 0.0816 • '` 34,14 0.0816 '24,39 -` 0.0816 ;21.15 0.0172 ' 48.69 0.0172 22.95 0.0172 20.99 0.0172 `;12.40 0,0040 0,0098 12.38 0.0130 12,37' 0.0176 12.35 0,0175 ?121,07 0.0175 _ 0 .0265 120.55' 0.0312 7 0.039 120.03 0.0467 0.0521 x'119,73 0.0520 0.1580 ' 116.81. - 0.4347 0.1837 114 62 0 3342 0.2417 11128 • 0.2627 00373 ;'111 0.0315 MEE 11238 1 0.0008 ' 11 0.0006 0.0689 ,:111.55 0.1285 0.0880 111,26 0 2186 0.6348 '.109.04 0. 9573 0.6287 101.30 2.2178 89 �Tf 0.78 96.90 • 1.8551 0.8342 " 1.6841 0.9238 89.00 2.0289 1.0121 80,13 3.3008 0.4772 .73,68 0 9205 0.2544 73,71 0.0691 0.2645 •.- :64,05 - 0.5818 0,3033 " 8328 0.1923 0.0995 0.5048 0.2788 0.1468 01303 0.1865 0 1;57,62 : .., 0.0050 0.0101 '49.29'0 0.0243 0.0247 49.25 0. 0120 0.0247 49.31 0.0235 0.0247 '49.25 0.0099 0.0020 0.0125 0.0051 0.0300 0.0036 0.0113 0.0042 0 0027 0,2819 11,82' 0.4195 0.0365 11.99 - 0.0062 0.0176 , 12.00 - 0. 0023 0.0108 18.60,. 0.0062 62.87 63.45 12.43 0.0398 0.87 0.87 0.67 0,0398 0,87 12.38 0,5 0.0398 0,87 MIE 12.86 '® 0.67 12.05 -t- 0.5 0.0398 0.67 12.03 0,5 0.0398 0.67 16.62 0.0398 T COEF IN E INL T ---- V , :, APPR r'," CONTROL N VEL HEAD ft as 0,64 119.g 0,0000 .'. 0,6 0,64 123,14 0.0000 0,87 0,71 111.91 0.0056 0.87 0.40 109,30 . 0.0174 0.87 0.71 96. 0,0299 0.87 0.70 101.25 0,0000 • 0.67 0,75 90. 95 = , 0.0311 81.78 , .0,0000 81.21 "', . 0,0818 65.12 0.0816 45.17 `0, 34,22 0.0816 24.47 0,0818: S7 83 0.0101 4B 70 0.0101 • 48 72 ;• 0,0000 47.72 - 0.0247 0.61 53.61 0.68 0,0000 fi . r' 0. t ; 0.96 2101.0981 22 48 96 68 '. 0.0172 0172 0.98 2.01 ;.0.0172' 11 70 ' `:•0.0172';. 2, 01 0,0040 2.00 101 .'0.0098 2.00 9.66 - • o. 0130 s• 1.10 10.45 ? , ':0.0000 • .`: c 83.35 0,0000 0 0.0001 0,00 0.00 81.31 _ 0,0000 .- 0 0 0002 0.00 0.00 80.88 0.3006 ' 15 00024 0.00 0.00 121. 2 . - 80000 , 0 : 40004 0,00: 0.00 0,0000 121.53 121.00 1,47 120. B 0.0175 0 0,0005 0.00 r 0.00 0.0000 121,07 ,,•123.00 1.93 120,27 0.0285 0 0.0008 •0,00 . 0,00 0.0000 120.55 :.(123.00 ` 2.45 19.75 ' - 0.0397 `:0 0.0010 :0.00. 0.00 0,0000 120.03 , ' ; 123.00 2.97 119.38 0.0521 "'0 - 0.0032 .0,00 i 0 0.0000 119.73 •x,123.00 3.27 16. -5 . ,.Akan ._ •r .. .. ,....� _'- _ __ , 0.0000 112 44 NA 120,• 5 0.0000 0 0,0000 0,00 j • o.00 0,0000 111.77 0.0008 0 1 ■1 13 1 40: 245 0.0014 - 0.00 ! 0,00 0.0000 111.78 113.40 1.82 110.95 0.0689 •• :;10 0 0044 0.00 0.00 0.0000 111,55 114,60 -. 3.05 110.03 - 0.0880.. 60 0 4081 ' 0.00 0,00 0.0000 111.28 ^ 115.75 4.49 109.27 0.8348 '60 0 0.00 • 0.00 0,0000 109 04 `112.80 176 101.81 0.6287 45 0,3156 0.00 0.00 0.0000 101.30 ,•103,60 2.30 97,85 : 0.7889 0 0 0.00 0.00 0.0000 96.90 ' 99.65 2.75 95.03 0.8342 0 0 0185 0.00. 0.00 0.0000 94.22 ' 97.00 2.78 89.90 0.9238 - - 0 ; 0 0202 0.00 ' 0,00 0,0000 89.00 ' • 91.85 2.85 81.13 1.0121 0 0.0095 0.00 0.00 0.0000 80.13 :'.:83.40 . 3.27 74.10 0.4772 0 0.0051 0,00 ; 000 0.0000 73.68 78.50 2.82 73,85 • 0.2544 45 0 1058 0.00 0.00 0.0000 73.71 78.35 • 2.64 63.87 ' • 0.26 90 0 p 00 _ 0.00 0.0000 1 84.05 65,7 F' 1.65 0.67 0.71 1 8.91 ,' 0,0000 0 0.0016 0.00 0.0326 - 0.00 '. 0.0016 0.00 , 0.0016 0,00 15: 00041 0.00 0.0041 0.00 0.0229 0.0003 0.0229 0.0001 0.0002 0.0003 0.0004 0.00 0,0000 0.00 0,00 0,00 0.00 0.0000 0.0000 0,0000 0.0000 0 0006 0,00 ; 0.00 0.3998 "0.00 0.00 0.0000 119,90 0.00 0,0000 81.78 0,00 0,0000 81.16 0.00 0.0000 85.04 0.00 0.0000 45,09 0.00 0.0000 34,14 0,00 0.0000 24,39 0.0002 000; 0.00 0.0000 58.84 0.0040 0.00 0.00 0,0000 57.82 0,0012 000:1 0.00 0.0000 49,29 123.51 ' 112.24 ;125,90 109.94 11290 ". 96,90 110,50 0.00 0,0000 y 101.59 - 103,55 0.00 0,0000 j 91,50 93.20 0.0000 83.66 88165 2.99 0.0000 81.82 83.10 1.48 0.0000 80.70 • '84.45 3,75 0.0000 82.45 85.30 2,85 6 3. 87;85.50 21.83 82.00 88.40 48,45 i ,37.50 • 27 70 ; ; `a 8475 • 5, 8214 4.52 't1/..'152,00 2.71 1.99 13.68 2.96 13.80 0.22 3.54 3.36 3.38 3.38 3.31 NA 7.31 7,55 4,73 5.35 3.81 3.98 4,13 III 1I 1I l III 111 111 1 I I I I 1I1 1 1 I11 111I I III 111 3I I .I �I� ��, I I 11I III I III 111I � 111 ��1 111 111 III III Inch . 1/16 1I I I 2I I 4 5I � 16 s VOTT 56 ti6 El • T 6 8 L 9 5 ti E Z I. wo ii 1 1 11 1 1111 1 11 1 1111 1 11 l 1 11 1 1111ii1111111iii1111111iii1111111iii1111111iii1iiiili i BEND BEND 03/01 JUNCTION JUNCTION FIN/ ORATE FREEBOARD ANGLE LOSS j i K LOSS II ELEV h ELEV 8 A , 0.0001 0,00 1 2.00 0.0001 0,00 , 0,0232 ”0,00 0.0120 • ,0. 80 0,0339 0,00 .0 0.0008 0.00 ;45 0.0690 '000 0.0003 0.00; 0.00 :j 0.00', 0.00 : 0.00 0.00' 000; 0001 0.0056 000 . 0.0488 0.00 ' 0.0004 0,00 ' 0.0002 ' 0.00 ' j 0.00 0,0000 0.00 0.0000 0.00 0.0000 0,00 0.0000 0.00 0.0000 0.00 0.0000 0.00 0,0000 0.00 0.0000 0.0000 49.40 - 52,00 0.0000 49,31 ' 0.00 0,0000 12,67 0.00 0.0000 11.82 0.00 0.0000 11,99 0.00 0.0000 18.91 53.61 48.89 2195 4`3050 2 0.99 •;1r25:72 12.40 J,":',,.17.75 12.40 .a 1,821 12 38 sts 16,36 ' 12.37 w',18.50 = - v T — Cr) - T — - T — 0 - T - u) - - M = = 0 • - 0 — V, — — 14 11 11 11 11 IMMIGRATION AND NATURALIZATION SERVICE Tukwila, Washington North Sediment Pond Basin Map Figure 1 _ _ _IN NNW __ __ IB = = _ a MIN r.. r.. 1 87 � ' =�:. ::�.i.'�� ' A_� __ 111 1 __ 1 __ 'J•_ ■ = = —""" _[■ r!_ __ __ 1 ■_ MIMI ■■�■r ■ ■.O UMW ■rea MI= ■■EMMOI M- ' MEN MUM � I■■r■■■ IN MOIMMI 11� ��-__ t1_ __ _1_ � _ _�__ f __ MEN MGM _ ■ice__ __�__�IJt_�__I__'� .. ii ��-_�'�_ II a�m■�.i r.■_■_�■��■■� ■ �� �>•■■ r�■r__ ■[err r__ elri /iutH.rLi� •C TOTAL AREA = 5.84AC � IMPERVIOUS = RVIOUS = 8.03AC PERVIOUS = US 0.81 AC 1 ,1i1i1i1iliIiIiIi I I iii i1ili1i iii iii i1il Inch • 1/16 3 4 5 I I I 6 WESTCOTT ® Since 1872'. Il,�•riiime pow IIMIE II1t 11 1 { 1111 JIDIl:II.i x•1) I . � I' _ a ' a I ! 1111 Fr, I 1 _ ' ,1u1 1 - *-.Y_II fti:,l ■ � ;ii iIIIf lhl;Il;1l:a i,_� : : III,�I i Th 111131.It Q i ° � i l llf j Il_.I 1 1rllir lit IMMIGRATION AND NATURALIZATION SERVICE Tukwila, Washington North Basin Conveyance Figure 3 ■ ■r rr. +■ = r � �r.•••r..r►r.r r■ ■�1�l__r__r ___r�i.' = ; '..1rs1•.r..•1 mirri" ••• rC � 7 .11111•••11 •IIIMMI•IIIII it, ....... .1 � .2r1. � ,r � 1r..w•■ — I I .... .... A _____ ■ � ..... 24• I I.. ■ r. _a .•luu era : rlw• rrrr •Y•ri �.. �..r w i r� r� r. • r� r� r =—r � r � I . . 11.1115 a•••1 MEM MIMI Imo •. ===== .l• Mr MIME MIN 1•. i - � -r --- - 'J,..rsu.•�.un. a1.1... �....r.r... o..• .I•• am � . uI_I M..1i r •r �� r..�.�i.lr ..•�.•Iw� rrl r••., r/ rr•I •r••.•I.rr�1Y�..r• •r••. mil mom Iblimmill win 1.• ..•.1ammepe •o...■•i m .A -- - -- anormimmemon rta. rrl•I.■.m.�.rf r►••Im.al•r•.e - a--. -- m -./ .wrrur— 0 rl• - irr _ �•� • i1 'a. Ia•.• — r••_•• __Illa•■••1.•1 _u__.r.w=ir:.:..:.H■ •.•rr��1• •• •••r•.•rr.•�•.1>♦•••• • •��..• •••�r•l1•� •. WI 0114.10J0 f ‘4.1" TI A ra -- 1�f �'i�i♦�► � r • •• .r�a�.twaI iI11 �iun 1P1 fi . I� 1thill I11I Irearl'� 9111 i111 c�110 u.sa IT i.ti.r• biltgtf et Et IOSA: - th? itttv 1i ty1i9•I •� III IjI III III LII t I II Ijl iii I( Ij L. LI ii .I II I Inch I I 'I I �� I I 1 3I 1 1 1/16 4I jj Ijj Ijl 5 I II III III II I 6 I TCOTT 9I bL El. Z6 LL £ 6 Wo I I III I II tli IIIIIO 6 9 L 9 9 b 1 llIIIIII11111IIIIIIII Z II II I IIIII 1 111 1 1III I tto 03127 ■ai, hano �`► r = s oma ' ni ' ni m inamm w ki 1111C Mil. gstol a s, ma : � ■��►�ira�ia.�r.�■_r•r��o ms. rant/ • N.. \ ..�� it101 '11111 irl ■ ��;, u 11111111111►1f11111 ) / / I inakslumpowl •111111114111111111111.4■Alt•11111111/ ., tgitSe MN MINI ■_ __ .__r, 1111111=1131111 Ebb _ r Tru rY Yta err _ - .rte .�� _ ■ L r : .r.. -� � r � � r r`-1 r �I �.� r i�Y --- - - �Y[. A Y !Y Y� IuY ! Aw ■ r•■r_■■_•••■_■■■■_ ••• •• YY YY !II I !Y' I ; /���I. �� 1 tam__!a__ aU_i d MI ii • �� ■•■_ ■•■■_■■r■U ■ • � �_ Ir •rr■•_ ■�• wit � � ��_ _ 1t� Yatii,fl.7. _ i■ � l �i J Y YY �� t�' =� " . ' Yam �Y Y • r•L — ...�.,.,: ■ 11. �71A - Y �1 1 1� Y1Atr A�1YY1� ~ ■� • ■r.u.7 Ninartk MOS Iw1111111111l111111 r �r�rr a riw �'�, TUKWILA INTERNATIONAL BLVD TOTAL 3.56AC 1.07 AC III III III iii 'II III ,III I,II III I i Ili III I II i „I IIi III ; III I I III III III i I Ili iII �I I I I 1I I I•, I`�I �,�'I 1 31 I I 'I:: I I I I I ( � I Inch • 1/16 4I 5I 6I �1 • ,. nu j87s ”' 9• b6 EL Z6 6L 6 9 L 01. 9 9 ti I I 6 wO II IIII�IIIIIIIII�IIIIIIIII�IIIIIIIII�IIII File: D03 -0060 35mm Drawing #7 -9 27 • . I 1 ----,- bESIGN STORM i li5o'Nr4 - ' ' ---drii0M13-ffil . A : - g014 - sii T PREV TIME IN : TOTAL .1. ' -' -7- - 1 ' - '' -7- ' " 7 7 i filM1 - 6"Pt - f5H - dn'T - R - A"Trtitqrkiffil - -1- • A i - - ---- ------ -1- - I .....1 I I -1 ' 1 , , MAN NINGS UP DOWN LENGTH SLOPE PIPE 0 r ti PULL1 • '-`,--orsidN--YEKITI--15111-E iffrellARREr TW miff - - F - k - w - -- 7. - 7 7 6 7 7 ' . V .7 •7 7 '0, 7 ' POINT 1 iiiii I n 115 ..1 . ---,-. '- , ._ IE (t0 IE OD 00 •- DIA (In) iEfir . (fps) , 0/0(1) VEL (15 PirE-17-ni-n-FA-R-EA-Ts-4 71- / - E. - raFiTIVE - L - Rnb - ifir EL (f) - 1 - .trst - fft - j .1_ • D5 • 0 i5 090 '014 : .0 16 . • _,0 14 r .. 1 D6 1 ... .._ . ._.__ i o oo 2 '6IT 1 0 34 N-12 118.90 111.20 78 _9:81 12 11 22 ! 14 29 1 0 03o ' 6 64 0.20 0.79 . .. 100-0; 6 - 4 - 3 --1- 0.050 112.24 0 00 . - bi • - - • - - a - -7 7_ 1 - 6 ! erg' Till ii.li - CM' in - " ' • • - 154 - - • ! -- T 11 • -- o - .5f " : - Tin • i6� - - 13 - b - 5 ---- ! - i - d - 05 -- - 154 - " • - DJ -7- 012 - rial 0 11 .. 7 7 f77- 44 - 16 • d fi - 10 26 _ - - in - . -- - 66f - I COT o w 7 5 f 10 26 -- 5 - 02 . 76273 . tie D2 • I _ 0 90 , 0 42 • .1 : io 00 - 2 - 61 - r 106 - b2 - 7 0 - 1 -------' ! - 1-- 0 - 7 - 95 ' ' ! TOY 7 08 - 6 - 26 - 1 - 6711 .- - - - DT - • ' •/.Of - _ .. _ ._ . . - • - 6'0 ' --- • - di • _Z Oil ; 0.90 - o is OT7' ', - OTC - ' ' .._ 516 D9 031 , 090 : 028 , 031 , 028 - - ' . , 09 • Di ! 032 7 , O29 1 063 051 10 00 0.44 7 10 44 - 2 - 7 - •B - 1 1.39 ; .... .... _ __ .. _ ___ _ _ __ .. • . 1 77- • - - 08 - - - -- "bi - - - 4 : - - *K5 - 6 ---- 1. - 90 , : CR ' 7 6 - - ' - -- 7 " DI DV r , 0.01 • 0.90 0 01 • 2 50 ! 225 10 44 0 39 10 83 2 40 ......___ ______ NOTRTH;BASIIP4- 1 , , , C6 i _ 0.37 L 0.90 i 0.33 , 1:73 , 0 33 : 10.00 2 51 0.83 C5 0 09 0.90 . . • 0.46 • ,... 0.41 - 6 - 1 - 0.20 10 20 2 48 1 03 • - C6 _ C4 • 0.11 ! 0.90 1 0 10 • 0.5f --, 0.51 10.20 7- 672T T- 15.713 - 2 45 1.26 • ._ ...:_. cr - ---- : 0.08 0.66 • 0 59 10 43 - 0.22 - 707M -7 2 42 - 1.44 - - -- - C2 • 0 50 , 0.90 ! 1.16 . 1.04 10 65 • 0 18 10 83 2 40 2.51 C2 CI i i . 0 „, , 0.90 - 0.10 • 1.27 ; 1 T4 10 83 0.31 • 11.13 ' 2 36 275 Cl All ' 0.20 0.90 018 1.47 1 32 11,13 0 19 11.32 2 34 3 10 ROOF A13 • 054 , 090 0.49 ' 0.54 049 - - -- - 10.00 • - 1 - 51 - 1.22 A14 A13 • 0.08 , 0.90 00 . 008 ! 00 10.00 it; "" b98 - Al3 • Al2 • 0.12 . 0 5 • 011 1 06j 1000 0.16 10.16 248 ' 165 A - o.ii 0.90 0 10 0 85 0.77 10 16 0.32 10.47 2 44 1.8 All 7 _. A10 0 07 0.90 : 0.06 2 39 2 15 11 32 0 07 11 39 2 33 5.02 A9 0 01 0.90 0.01 240 2 16 11 39 0.19 11 58 2.31 5.00 A9 AB . 0.32 0 90 0.29 2.72 2 45 11 5e o.n 11.83 2 29 - 6 - 60 A8 A7 • 0 10 0.90 0.09 2.82 2 54 11 83 0 18 12.01 2 27 , 5.76 - - 77 AS • 0 17 0 90 0 15 2 99 2 69 12 01 0.77 12.16 2 25 606 -- - T O - • • ' ---- -- ' • -- 0 16 ---- 90 - 0,14 • 'TM --- 8 • - M -7 0.14 _ A5 A4 • 0 26 0 90 0.23 3 41 3 07 12 32 0 20 - - A - 4 . -- - --- AS ----.- 0.20 0.95 . 0 18 3.61 3 25 12 53 0.16 12 69 2 20 - Tit A3 A2 ; o 08 o 90 o 07 3 69 3 32 i2 69 o o5 12. / 220 " '7729 A2 - - ' - - TOT1 T L - - - - 0 30 0 90 t027 --- 99 -- S t§ - '12 74 0.23 • * 1 if ' 7e1 TUT - - - 73 ----- - - ----- 135 : 04 B4 • 83 ' 03 02 02 81 • --- OuTLEr ! - 7 -7-- - - - - • - --- SOUTH-POND-OUTFALL------- ' - - ------ 001 --- -- -- E - 5 E4 • • - E3 - - E2 " 1- Dasc0021_13VVP_030211.XLS • - -- 2 - 51 I - OR - N-12 122.50 119.26 25 13.00 12 ' 12.88 401 OAR : • 73.15 005 - Ur - ' ' - • c ' - • ; - ' 13 ' .. 112.24 0.0031 N-12 111.20 108.90 70 12 -- '674 - 7i -- : ' "Kg ! 5i ,. --- 6 - 66 - - 0.11 9 -- TM - 1 - --- 5.577 - 4 7- 109.94 .02 1 94.22 1.6641 95 90 2.20 0.008 - 0.0174 ' - 11T.21 -77- 55 - 1 0.0395 N•12 108.90 95.85 - i N-12 19 - 68.68 12 29.61 37.70 • 0.0 ie. 9 i 7 0.02 i 0.79 i5 -- ! -- 0.029b -- 96.90 Ms 109.90 - F0 7 0 L 0 0299 109.94 - 6751 . 1 0.0398 N-12 N-12 100.55 90.20 120 8.62 12 to 49 ! 13 36 ! - 07 - 101 , 8.59 ' 0 23 ' 0.79 1 36 • i 0.0283 91,50 0.6753 • 101.55 0.0141 0.0283 ' 101.59 0.5 •- OT5398 - 1 • - Ira - -- 0.70 - "1 - 11 - 8 - 1 0.67 - 1111---1 o ° T r 4o :: --- E•30 i.91 - 05.85 90.20 91 6.2T 12 8.07 1 33 1- 0T26 ITT , 072 6 - ---- - • - - 17 - 0 - 9 i 50 006 . .27 961 076155 • - ii - - I • WOO ' - Kt I ' 0.0398 - • - 0767 . - -•-- •--- I . . . . -- • I. ----- - - -- - ----• . _., N•12 N•12 80.60 79.93 84 0.80 12 1 Hi • 4 obT 3'21 --- K•ii - ,-- - 07 b '--- --- 01 - 3O - ---- 0 - .070 - -- 60.70 - 5 - 5 - 2 - 21 - 3 - 81.60 --- 6:0062 - 1 -- b612 76in • i • lift'2 • 1 - 1 - Lo - S 3 : - 1 , - :_ 076y 0.67 TISTV - 81 82.85 77.79 118 4:12 12 T - 9 23 1 4.99 big . -'. ii.1K • - -- • o --I alio ' ' 63.42 - b. °air - 631 - 3 - 5 - • - 67 - 0 - 076 - 1 - 0 0037 ■ 83.66 79.93 78.85 101 - 1 - 7a - 12 3 69 - 4 - 75 To .3/67 4.30 9020 81,87 153 18.52 12 7637 Tg 14.47 I 0 18 --- 0.79 - - 3: - 5 - 5 . -b--,p-R-- 63.42 . 0.5853 91.20 0.0662 4 071 N-12 __I _ 0_ 6 •_ 1 _ 0 • 0 39 , 0.79 1 Tr , 615 -- 63.42 _ 0.1087 80 93 0.0243 0 0485 T 8100 . _ 1 --- •- 1 I N-12 81.40 77.79 20 • Trot 12 15 18 19 32 , 0.074 ; 11.44 0 03 ! 0.79 1.44 0 0320 63.42 0.0142 82.40 0.0160 0 0320 , 82.45 1 0.0398 I 0.67 ---- -- - ' - - 82.0r N•12 61.37 55.00 60 12 74 15 23.12 • 18 84 0.234 , 5775 0.05 1 1,23 4 40 ! 0 3006 62.14 0 2478 62.62 0.1503_1 0.3006 I 63 57 ; 0.5 0.0398 1 0.67 N-12 120.50 120,05 45 1.00 12 0.90 1.80 1 6 • 1.54 - 7 - '1.54 • 1.54 - NORTWVAULTI ' - - ' - ouTtE7 ! Ale I I 1.86 MB AlA 1 Al Al . EXIST CB 1 1 66 AAA I I 1.86 1 1.86 T i . I__ • TACOMA . ---- I • ; MRI 1 m • n i ; 0 I 0.02 , _, PIPYI OSON n 'Bend j R CAP n 1 1 i 2 ; 3.57 !TIM I , : 5 • KM ! 10 io-70-5- i CMP 0.028 I N•12 0.013 0.011 ! i 1 10 1 5.70 . 0.533 . : 20 _i0___ 1 " 0.013 0.011 i 25 ; 6.93 irt , 30 ! o.2T RC i I I i 50 1 7.86 . ; 40 I 0.337 DIP _ ; _.1... ; , 1 00 1 8.79 3 0.54r 77 : 45 1 0.4 • ., _____,_ - 1 1 ; 50 L 0.47 I 1 ! ' ! 60 - F - 1W . - -7 - - - - 4 ----1--- i 7---- 1 T 80 1.09 - 1 - 70 -5•65-- ., ± •_...... - ---- -----1----' - --1--9T0-- - T. - 3 - 3 -- - 1 1 - 1 1 - -- h 0.014 0.014 0.012 Sheed I. -I T t- 121.22 N•12 120.05 119.52 $3 1.00 12 3.57 4.55 ,-- 072171 , 3 87 N•12 3.57 4.5T 1 0.234 ; 3.66 0.20 0.79 __ 1.06 _ 0.0173 121.07 0.017 121.50 0.0088 1 : 12753 7)76 0.0398 1 0.67 I 0.72 1 120.78 0.23 0.79 1.60 ' 5:6Wii 12003 - 0.0467 120.52 0.0199 ; 0.0397 . 120.58 ; 0.5 0.0398 14-- Tar -4 ; 01 121.09 i - 0.5 0.0398 I - 61 - 757 -- T 0.73 ! 119.36 I 115 N-12 N-12 N-12 119.52 118.99 53 1.00 12 3.57 • 7 - 6 - 5 ---, a 352 . 4.08 - 118.99 118.64 45 1.00 12 -- Y. - 57 7- 7. - 6T j 0.403 : 4.24 118.54 115,62 124 2.35 12 5.48 6.98 , 0.417 -- 617 - Ur - 3.19 ; . 6 116.81 0.4347 119.54 0.0790 0.1580 ' 119.78 • 0.5 . 0.0398 ! 076 115.62 113,34 82 2771 12 -- OS - ' -7758 ---7.29 0.18 __I 0./IT 0.19 1 0 79 - 0 22 I 0.79 3.95 0.2417 _ 111,28 0.2627 114.34 0.1209 0 2417 144 . 0.1837 1.31 0.0265 120.55 0.0312 121.05 0.0133 1.83 ! 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NA 2.45 _ 0 0.0014 0.00 0 00 : 0.0000 ; 111.78 113.40 0.0689 10 0.0044 0.00 0.00 ; 0.0000 ' 111 55 114.60 73 - - 0.0880 60 0.4061 0.00 0 00 0.0000 111.26 115.75 4 49 0 0 . .6 8 8 34 2 34 8 2 6 7 45 0.3156 0.00 0 00 0,0000 • 101,30 103.60 60 0.4024 0.00 0,00 • 0.0000 109 04 112.80 0 013 ... 09788819 0 6111T7 ' 0.00 - 0 0 c • 96 90 - 99.65 0.4772 0 071 0.00 000 • 0 0000 -: 94 2T 97.00 2 0 0 0202 0.00 0 00 0.0000 89 00 91.85 2.85 12 3 . - 0 •To 0.0o o oo o.0000 . 80.13 83.40 - 3.27 - - 0.2645 64 - 0 0.oni 0.00 0.00 0.0000 73.68 76.50 0.2544 45 0.1058 0.00 0.00 • 0 0003 73 76.35 2 2.82 90 0.4034 0.00 0 oo 0.0000 , 64.02 66.05 203 --•_-• - • _ -• -•- _••-____ O 0.0003 0.00 ' 0.00 7 53.69 90 0.0229 0.00 0 00 ! 0.0000 46.81 O - VT:a - 3 0.00 0.00 , 0.0000 22.9 90 0.0229 0.00 0.00 1 0.0000 i 20.98 I -I - I - -- I; 1 -V • _1 - - --7- I : I L , ± i 1 --1 L L 1 1 NA 56.00 30.50 25.72 3.31 • il I I1I 1. ,.I1I I1I I1I I1I I1.I I I I1I I I I1I I I finch I I I1I I1I 1/16 I 1 I I1I I I ill l I I I I 2 I ill I I1I I.1I I I �„ I I 3I I I I I I i I I I I1I Ili I 6 4I 5I I sTc0TT • Slnce�872�� 5L tiL EL ZL LL O 16 8 L g II IIII 11 II II IIIII I II I I III I9 IIIIIIIIIIIII1 CR- 116,50 E- 113.34 0.07AC DR -64,45 E -79,93 0.50AC CONNECT DAMNS IE a c • C=:7 ;. 23.00 u. rr• L E SOUR COWER -85.50 E- 7 7.7112 • MEANpw E -70.85 12 N N E -61.67 12• N S E -61.62 15 OUT DOrTOU -53.00 DETENTION P OU -53.00 94.00 \ \ 104.00 114.00 FLOOR- 124.00 0.121.00 IE- 120.63 (.120 CR -93.20 IE -90.20 4 PPE I CR- 112.90 E- I06.90 • 'CR■ 125.90 ------ , • E• 119.25 N (.111.20 CI CR -121.9 IE- 118.90 SOU° 1fR•1I2. - E• 100.30 ri EDGE OF ASPHALT TYPE- I. CR.85.30 IE -81.40 111111111111 ICI ill I I ICI ICI ICI I I ICI ICI ICI I I ICI ICI ICI I I III ICI III I I IIi ICI Inch 1 1/16 � I I I I 2I I I I I 3I 4I 5I 6 ' TCVL ® • Since ;872'" 96 b6 E6 Z6 06 6 8 L g Z II IIIIIIIIIIIIIIIIIIIIIIIIIIIIll6 6llll1lllllllll1lllllllll11llllllll1llllllill1lllllllll1lllll9 II I1I l IIII9 IIII1IIIIIb IIIi1lllilllll1lllllllll1lllllllllL 1lllW3 ll A 0 File: D03 -0060 35mm Drawing #10 -19 r IB -102 -210j 7TP -204 Existing Warehouse Building Approximate Scale 50 100 200ft. B-201-1— Approximate Location of ECI Boring, Proj. No. E- 2579 -44, Jan. 2003 TP -201 — — Approximate Location of ECI Test Pit, Proj. No. E- 2579 -44, July 2002 B-101-1—Approximate Location of ECI Boring, Proj. No. E- 2579 -31, Jan. 2001 Drwn. GLS Checked MGM B -4 — I — Approximate Location of ECI Boring, Proj. No. E- 2579 -31, June & July 2000 B -101 — 1 ) — Approximate Location of ECI Boring, Proj. No. E- 2579 -13, Aug. 1988 LEGEND Subject Site Proposed Building Wetland Area NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. Earth Consultants, Inc. Geotechnical Engineering. Geology, Environmental Sciences Construction Testing & ICBO / WABO Inspection Services Boring and Test Pit Location Plan INS Building Tukwila, Washington Date Jan. 2003 Proj. No. 2579 -44 Date 1/24/03 Plate 2 I IIIIIII I III I III � III I III I III I III I 111 I 1 � .IIII IIIII�IIIIIi� Inch • 1/16 2 3 VESTCOTT® 1111111111 11111111111111111 " 6 96 j EI Z6 66 06 6 8 L 9 9 E Z L W� IIIIIIIIIIII iiiiIIIIIIIIIIlIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII I II IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIiIIIIIIIIIIIIIIIiiliiilllilll r Bldg. 21 -03 H' TP -2 I— NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. Bldg. 21 -05 60 60 70 80 90 100 110 L Ill I I 1111111111111111 lil ICI ICI l�l ICI III ICI tll Ill Inch 1 /16 I�I 31 ICl I I I I Ill ICI I I I!I I lIH 4I 5) 6I src0TT® Since187s'M 56 b6 6 3I H. 06 9 ii INS II IIII £ IIII I IIII I IIII I IIII I I IIIIIIIIIIIIIIIIII IIII IIII IIII IL 9 II IIIIIIIIIIII IIIIIIIIIIIIIIIIIIIII £ IIII IIIIIIIIIIIIIIIIIIII r Approximate Scale 0 75 150 300ft. LEGEND 8-2 07 +Approximate Location of ECI Boring, Proj. No. E- 2579 -44, Jan. 2003 B -1 — i — Approximate Location of ECI Boring, Proj. No. E- 2579 -31, May - July 2000 TP- 1014- Approximate Location of ECI Test Pit, Proj. No. E- 2579 -31, March 2001 TP -14— Approximate Location of ECI Test Pit, Proj. No. E- 2579 -31, May 2000 Approximate Study Area Existing Building Earth Consultants, Inc. Geotechnical Engineering. Geology. Environmental Sciences Construction Testing & ICBO / WABO Inspection Services Boring and Test Pit Location Plan INS Building - Proposed Parking Area Tukwila, Washington Drwn. GLS Date Jan. 2003 Checked RAC Date 1/27/03 Proj. No. 2579 -44 Plate 3 A 1 50— 120— 60— 30— lstln Horizontal Scale 0 15 30 Vertical Scale 0 15 30 (Boring B-102 Offset 6' N.) (Boring B-4 Offset 36' S.) B -102 B -4 64 Silty SAND / Sandy SILT 60 /6 ' male 60 , Poorly Graded SAND w ' 'I w - I Approximate Footprint of Proposed Building 7 _ 3661/ 27 9 A D 8 0 S /L T ,7 Bp, 9 / i'69 - 66 Poorly Graded 7 48 SAND with Silt � istin CI 2 0 I B -201 33 71 74 Silty SAND 40 with Gravel 36 38 43 NOTE: The stratification lines shown on this cross section represent the approximate boundaries 60ft. between soil types. The actual transitions may be either more gradual or more severe. They are based on our interpretation of the subsurface conditions encountered at the individual boring 60ft. locations and our judgement and experience. ECI cannot be responsible for the interpretation of the data by others. rrop nigh',,Gra Poorly Graded SAND with Silt Existin• Grade )(feting Fl. (Boring B-8 Offset 86' N.) B -8 NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. ICI I I I I l I ICI ICI 1I I I I' 1 ICI I I ICI ) CI I ICI 1,1 I I I I 1!1 I.� I 11,lI . ICI 1.1 I I'I ICI ICI ICI SI I 1 ICI ICI ICI I I I Inch via I C I I ICI 11 4 I I 6 c V i i M 5L b6 E6 Z6 LL 06 6 8 L 9 5 � £ Z 6 we II IIII�I IIIIIIII�IIIIIIIII�IIIIIIIII�IIIIIIIII�IIIIIIIIIIIIIIIIIII�IIIIIIIII�IIIIIIIII�III IIIIII�IIIIIIIII�IIIIIIIII�IIIIIIIII�IIIIIIIII�IIIIIIIII�IiIII Proposed Fill lstin 21 Silty SAND Poorly Graded SAND with Silt Proposed Finish Grade Proposed Retaining Wall \ Critical Failure Plan FS = 1.8 (Post- Construction Case A' —150 —120 — 60 —30 w U- 90 0 w J w Earth Consultants, Inc. Geotechnical Engineering Geology, Environmental Sciences Construction Testing & ICBO / WABO Inspection Services Cross Section A -A' INS Building Tukwila, Washington Drwn. GLS Checked MGM Date Jan. 2003 Date 1/23/03 Proj. No. 2579 -44 Plate 4 O) c) B Critical Failure . c F S = 1.4 (Construction Plane Case) o) / 150— _ I 120 I- w w O 90— J w 60-- 30— Existing (Boring B-13 Offset 3T N.) B -13 3 __ Silty SAND SILT /CLAY Poorly Graded SAND with Silt Horizontal Scale 0 15 30 3 Vertical Scale Proposed Finish Grade 60ft. 0 i 30 60ft. (Boring B -101 B -101 46 ▪ 2N 4 1 —�lll 76/10 " — — 3 76/10" 46 Seepage; 66 / • Offset 30' N.) roxi 0 ma 30 9r 46 6/4"' 47 670/6 to Term xcavat `. ;Fi dating 'F 73 Y See pa - , - i9-044?- , , Silty SAND Approximate Footprint of Proposed Building (Boring B-5 Offset 26' N.) (Boring B -206 Offset 20' S.) B -5 B -206 or Seepage, ~ 1 Seepage 30 45 66 63 60 86/11" 92/11" 82 ;Seepage 62 84/11" Existing Grade Existing FIL 2 Sim yAND Poorly Graded SAND with Silt NOTE: The stratification lines shown on this cross section represent the approximate boundaries between soil types. The actual transitions may be either more gradual or more severe. They are based on our interpretation of the subsurface conditions encountered at the individual boring locations and our judgement and experience. ECI cannot be responsible for the interpretation of the data by others. VESTCOTT Y B -203 I w W 10 e.page 31 40 58 54 Io l U in Proposed I Finish Grade I 2 (Boring B-205 Offset 60' N.) v B -205 Existing Grade eepag 17 34 xistin 42 . _ _ _ _ _ _'� -- _ _ Silty SAND 41 Poorly Graded 67 ;Seepage SAND 72 46 74/11" 92/11" 88/11" iii iii l iii iii iii iii I I iii iii `2I I iii iii I I iii iii 3I i.li I I I i� iii iii 4I I iii iii I I iii iii 5I I iii iii I I iii ii Inch n via 1I I " 6 I �I 5L H. EI Z6 66 06 6 8 L 9 9 ti £ Z b Wo (Boring B -8 Offset 60' S.) B-8 9 NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. xlst /n Ne (Boring. B- 9:Oftset6iT eetage Proposed FILL 21 SII ■ 1 22 Poorly Graded - 24 SAND Proposed Retaining Wall Silty SAND - -? Proposed Water Quality Pond Proposed Finish Grade SILT ` - - Silty SAND`` B' —150 --120 f= w —90o I— J w — 60 —30 Earth Consultants, Inc. Geotechnical Engineering. Geology, Environmental Sciences Construction Testing & ICBO / WABO Inspection Services Cross Section B -B' INS Building Tukwila, Washington Drwn. GLS Date Jan. 2003 Checked MGM Date 1/24/03 Plate Proj. No. 2579 -44 C 150— 120— 60— 30— Existing FI 9 _SILT Silty SAND w/jGrave Silty n SAND / -.- — _ SILT /CLAY ? _ _ Poorly Graded SAND with Silt 0 15 (Boring B -3 Offset 66' S.) (Boring B -12 Offset 43' N.) B -13 B -12 3 Horizontal Scale 0 15 30 Vertical Scale 30 NAP" Q 76/10'_ 7 epagel 46 ' 30 46 73 Seepage 47 61 60ft. 60ft. xistln 10 - � a 11 SIL 13- "Sitty SAN bWith sG 34 SILT (Boring B -6 Offset 70' S.) B -5 ? __ Approximate Footprint of Proposed Building 1 6 65 6 —$ILT ; _ — -- 74 Silty SAND with Gravel 61 Silty SAND Existing Grade NOTE: The stratification lines shown on this cross section represent the approximate boundaries between soil types. The actual transitions may be either more gradual or more severe. They are based on our interpretation of the subsurface conditions encountered at the individual boring locations and our judgement and experience. ECI cannot be responsible for the interpretation of the data by others. Existing Fl VESTC M I 2 ' 2 on 4 "Offset 10' S.) B -204 Seepage Proposed Existing Grade Finish Grade 26 31 Poorly Graded 31 SAND with Silt xistln NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. i ii i i iii iii iii iii iii iii i.i iii iii iii iii iii iii i iii iii iii i Inch I 1/16 1I I I I I '2 I I � I I 3 I I I I 4 I I • I I S I I I 6I 96 VII. £6 3I 66 06 16 9 IL 9 5 ti E w� 11 111111111 llll llili l l l l l lll 111 11 ll ll llllII 111111111 111111ll IIll 1 IIIIII111111111IIIIIIIIIIIIIIIIIII111111111IZ IIIIIIIII ?_ Silty SAND Proposed FILL 1 ` ` (Boring B -9 Offset 30' S. B -9 . �Sa epa0e0 ' r r Proposed Retaining Wall 1 22 SILT 24 Silty SAND — -- -? Poorly Graded SAND with Silt Proposed Proposed Pond Finish Grade j Access I Road I c P —150 —120 w — 90 0 w —J w 60 —30 Earth Consultants, Inc. Geotechnical Engineering, Geology, Environmental Sciences Construction Testing & ICBO / WABO Inspection Services Cross Section C -C' INS Building Tukwila, Washington Drwn. GLS Checked MGM Date Jan. 2003 Date 1/23/03 Pro). No. 2579 -44 Plate 6 Drwn. GLS Date Jan. 2003 Proj. No. 2579 -44 Checked MGM Date 1/24/03 Plate 7 D 150— 120— w U- z O 90— w w 60— 30— 0 15 30 Horizontal Scale Vertical Scale 15 30 Existing F! Proposed Finish Grade 60ft. 60ft. Seepage B -11 68 S `7/ J 46 `\ 73/10" SILT 80 Existing Wall E xisting FIL 008 03 Med Existing Grade ense ra fre/ T, -205 ( Zest Pit TP -211 Offset 23' N.) 1 TP -206 1 Silty SAND NOTE: The stratification lines shown on this cross section represent the approximate boundaries between soil types. The actual transitions may be either more gradual or more severe. They are based on our interpretation of the subsurface conditions encountered at the individual boring locations and our judgement and experience. ECI cannot be responsible for the interpretation of the data by others. C a E 0 a w 0 w' 0) 0 0 a al Proposed FILL _Existing FILL Interbedded Silty SAND & Poorly Graded SAND Medium Dense I ili l iii iii iii iii iji ii i iii i ii iii iii iii i.1i i iii iii iii iii iii iii iii iii iii iii Inch I via 1I I I I `2I I I I 3 I I I I � 4 I I 5 I � I 1 6 ® i Since � Proposed Finish Grade 0 5L fib cll. Z6 6L 6 6 L 9 5 b E Z . w� II I.IIII HH�iiiilliiiiiiiliiu�iiiiliiii�iiiiliiii�111111111 iiiiliiii�i8 iiiliiii�iiiil i I � � ( Illllllllllllllllllllllllllllllllllllllllllllllll I Proposed Access Road Proposed FILL (Test Pit TP -209 Offset 33' S.) Existing Gracie TP -209 xisting FI LL': NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. Interbedded Silty SAND & Poorly Graded SAND Medium Dense TP -201 Proposed Retaining Walls Critical Failure Plane FS =1.5 (Post- Construction CASE) D' — 150 — 120 w U- z —90 O a w .1 w — 60 — 30 Earth Consultants, Inc. Geotechnical Engineering. Geology, Environmental Sciences Construction Testing & ICBO / WABO Inspection Services Cross Section D -D' INS Building Tukwila, Washington E 150— 120 - - H w L 90— w J w 60— 30-- (Test Pit TP -209 Offset 30' N.) TP -209 Interbedded Poorly Graded -- SAND with Silt and Silty SAND Silty SAID - Horizontal Scale 0 15 30 Vertical Scale 0 15 30 Proposed Finish Grade Poorly Graded SAND with Silt o U cu I u) rn (Boring B-205 Offset 20' W.) 2 I (Boring B -204 Offset 26' W.) B -205 0 B -204 6 6 21 26 31 9 Seepage 31+ r.. 8 38 Existing Grade 17 34 42"" Poorly 41 57 q Seepage 72 V 46 74/11" 92/11" 88/11" Existing FILL n' I Graded SAND with Silt NOTE: The stratification lines shown on this cross section represent the approximate boundaries 60ft. between soil types. The actual transitions may be either more gradual or more severe. They are based on our interpretation of the subsurface conditions encountered at the individual boring 60ft. locations and our judgement and experience. ECI cannot be responsible for the interpretation of the data by others. Approximate Footprint of Proposed Building En m I , U I �I v) � 2 I 01B-2 4 6 6 f lty8sNc - Seepage 31 40 68 64 (Boring B-206 Offset 66' E.) B -206 7 SO 7 46 66 63 60 86/11" 92/11" 82 ?Seepage 62 84/11" x/ating F1 I CI I I I t I1I I1I I1I I 1 111 III 111 I I I1I 111 1.1I 11 I1I I1I 111 I I I1I 111 Inch • I 1 /16 1I I I I �I ( I .. I I 3 I I I I I 4 1 I I 5 ea. Existing Grade 71 74 Silty SAND with Gravel _ _ _ _ _. 40 - _ Poorly Graded SAND 30 31 36 Silty SAND- 48 ___ - - - - -- - - -- 93 Poorly Graded SAND with Silt NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. s WEST COT T Since 1 56 bL £6 Z6 U. 6 f7 Z I• w3 IIII III IIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIII IIIIIIIIII IIIIIIIIII IIIIIII II IIII�IIIII IIII�IIIIIIIII�IIIII IIII�IIIIIIIII�IIIIIIIII�IIIII ;dating NOTE: Boring B -102 (1988) Approximate surface elevations at time of exploration was approximately 118'. Slope has since been cut to approximate elevation 90'. Proposed Finish Grade (Boring B -102 Offset 36' N.) B -102 (1988) 48 38 Poorl Graded SAND Poorly Graded SAND 43 43 with Slit 63 E' —150 —120 — 60 —30 i- w U- 900 w J w Earth Consultants, Inc. Geotechnical Engineering. Geology. Environmental Sciences Construction Testing & ICBO / WABO Inspection Services Cross Section E -E' INS Building Tukwila, Washington Drwn. GLS Checked MGM Date Jan. 2003 Date 1/24/03 Proj. No. 2579 -44 Plate 8 0 15 120 90 w u- z 0 60 ct w J w 30 0 F Horizontal Scale 0 15 30 Vertical Scale 30 Existing Grade Proposed Parking Lot 60ft. 60ft. Silty SAND Very Dense TP-104 ---� (Boring B -1 Offset 46' B -1 LL Silty SAND SILT 21 22 50/5" 82/10" Lean CLAY Proposed Building 3.) (Boring B -2 Offset 60' N.) B -2 L� 84 69 Silty 46 Lean 60 CLAY 23 25 31 22 32 SILT NOTE: The stratification lines shown on this cross section represent the approximate boundaries between soil types. The actual transitions may be either more gradual; or more severe. They are based on our interpretation of the subsurface conditions encountered at the individual boring and test pit locations and our judgement and experience. ECI cannot be responsible for the interpretation of the data by others. AEI Approximate Location of Proposed Detention Vault Proposed Pile Support Existing Grade F' NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. 0 120 90 p w L 60 0 J w 30 Earth Consultants, Inc. Geotechnical Engineering, Geology. Environmental Sciences Construction Testing & ICBO / WABO Inspection Services Cross Section F -F' INS Building : Garage Structure Tukwila, Washington Drwn. GLS Date Feb. 2003 Checked RAC Date 2/6/03 Proj. No. 2579 -44 Plate 9 Ill I I III I I III II I II I I II ll I,1I 1 .1, ILL I t I III 111 III I I ICI III Inch l I lil 1 1 /16 lil it l i d I �� I I ` '' I I I I 3 I I L. I � i I � I 4 5I 61 *WESTCOT ® . Since 11172"' 9L b6 EI Z 6b 06 6 8 L 9 9 I E Z I. INS II IIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII f IIIIIIIIIIIIIIIIIIIIIII. IIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 120 90 w U- z 0 60 J w 30 0 G Horizontal Scale 0 15 30 Vertical Scale 0 15 30 Existing Grade 60ft. 60ft. Proposed Parking Lot TP -102 Silty SA ND _�-- FILL Dense 2 SILT Silty SAND 7— ~- Seep7ge SILT 78 SILT 54 67_ Silty SAND 100 - SILT NOTE: The stratification lines shown on this cross section represent the approximate boundaries between soil types. The actual transitions may be either more gradual; or more severe. They are based on our interpretation of the subsurface conditions encountered at the individual boring and test pit locations and our judgement and experience. ECI cannot be responsible for the interpretation of the data by others. 11II1I1I111I11 Inch . 1/16 Slnre r8n Proposed Building Proposed Pile Support Existing Grade Fill or Structural Slab Support 1- IIIIILLIIII111111iI111 6 A 56 it Eb Z ti sr L L w� II 111111 I 1 IIIIIIIIIIIIIIIIIIIIIIIIIIIIII I IIIIIIII I IIIII1 6 11 111IIIII IIIIIIIII IIII I III IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII G' 90 — 30 NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. i= w 60 0 H w J w 0 120 Earth Consultants, Inc. Geotechnical.Engineering Geology, Environmental Sciences Construction Testing & ICBO / WABO Inspection Services Cross Section G -G' INS Building : Garage Structure Tukwila, Washington Drwn. GLS Checked RAC Date Feb. 2003 Date 2/6/03 Proj. No. 2579 -44 Plate 10 0 15 90 H w L _ 60 J 30 0 H 120 Existing Grade Sc Horizontal Scale 0 15 30 Vertical Scale 30 60ft. 60ft. ..... (Boring B -6 Offset 60' N.) B -6 14 16 23 20 Silty SAND SILT ` �? 29 29 43 CLA 41 _ SILT Silty SAND Proposed Parking Lot FIL TP -101 _ Silty SILT Dense NOTE: The stratification lines shown on this cross section represent the approximate boundaries between soil types. The actual transitions may be either more gradual; or more severe. They are based on our interpretation of the subsurface conditions encountered at the individual boring and test pit locations and our judgement and experience. ECI cannot be responsible for the interpretation of the data by others. Proposed Building rr , (Boring B-207 Offset 30' S.) B -207 60 Proposed Pile Support Fl Existing Grade �I TP -2 72 Silty SAND Silty SAND Fill or Structural 37 Slab Support H 120 NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. 30 0 90 Earth Consultants, Inc. Geotechnical Engineering, Geology. Environmental Sciences Construction Thsting & ICBO / WABO Inspection Services Cross Section H -H' INS Building : Garage Structure Tukwila, Washington Drwn. GLS ■ Date Feb. 2003 Checked RAC Date 2/6/03 i Proj. No. 2579 -44 Plate 11 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 'I 31 I.IIII.I,I Inch • 1/16 1 VEST Corr Since 11172 I 11111 II 51 111111111111111 1 6 9L t I E6 zI OL 6 8 L 9 9 E 11111'11'1m III 111111111111111111111111111111111111111111 111111111111111111111 1 111111111111111 111111111111111111111111