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Permit D03-075 - IMMIGRATION AND NAUTRILIZATION SERVICE - RETAINING WALL
IMMIGRATION AND NATURALIZATION SERVICE 12500 TIJKWILA INTERNATIONAL BL D03 -075 Z 1— ,1.- ,1.-W re 6 O 0 ( �. W I J - U)o W 2 LL. Q: N �. =a Z Z� Z ui W U D 0 WW 0 IL r- - 0 til UN ~H O z City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 7340600602 Permit Number: D03-075 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, FOURTH FLOOR Contractor: Name: SABEY CONSTRUCTION INC. Phone: 206 - 281 -4700 Address: 12201 TUKWILA INTERNATIONAL BLVD, SEATTLE WA Contractor License No: SABEYCI033KM Expiration Date:01 /06/2005 DESCRIPTION OF WORK: CAST IN -PLACE CONCRETE RETAINING WALL Value of Construction: Type of Fire Protection: Type of Construction: Water Main Extension: Water Meter: doc: Devperm $ $16,000.00 Public Works Activities: Channelization / Striping: Curb Cut / Access / Sidewalk / CSS: DEVELOPMENT PERMIT Phone: 206 - 277 -5273 Fees Collected: $442.16 Uniform Building Code Edition: 1997 Occupancy per UBC: 0025 Fire Loop Hydrant: Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: ?? Non - Profit: ?? ?? Private: Public: ** Continued Next Page ** D03 -075 Printed: 05 -29 -2003 Permit Center Authorized Signature: 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 perfor anc- of •r I am authorized to sign and obtain this development permi . r `�� • fi Date: 2 Signature: Print Name: doc: Devperm City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 '-644/11 11A- PA-0 This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. D03 -075 Date: 5 "21 -63 Printed: 05 -29 -2003 Parcel No.: 7340600602 Permit Number: D03 -075 Address: 12500 TUKWILA INTERNATIONAL BL TUKW Status: ISSUED Suite No: Applied Date: 03/06/2003 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, inspectiorbrecords, 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: All structural concrete shall be special inspected (UBC - Sec. 306(a)1). 5: When special inspection is required either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name, permit number and type of inspection being performed. 6: The special inspector shall submit a final signed report stating whether the work requiring special inspection was, to the best of the inspector's knowledge, in conformance with approved plans and specifications and the applicable workmanship provisions of the UBC. 7: All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 8: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 9: Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. 10: SEE PERMIT D03 -060 FOR INPECTIONS AND CONDITIONS. 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 perfo mance of work. refari Signature: Print Name: doc: Conditions City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 r PA-oz-u PERMIT CONDITIONS D03 -075 Date: rC 2 '710_3 Printed: 05 -29 -2003 BAs sr` lieviaaa ,L100 Q?dOO PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D03 -075 DATE: 05 -05 -03 PROJECT NAME: INS CONCRETE 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 Issued DEPARTMENTS: Building Division ❑ Fire Prevention ❑ Planning Division Publhc r s, [ 1.03 Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 05 -06 -03 Complete [ Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS RO)JTING: Please Route , U ( Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 06 -03 -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 M1000 11V11: DATE: .f.;:; .,{':, �'.:L .�:.:::a;:µ -3 naat4.'." ".iu •.rA 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 ** King Co Assessor's Tax No.: i 0 7 .-3.0(4 r 6T-; = iO - Ott —, (4o c , c^Z � y S boorsS Site Address: �-- ' OO TtJk �• " <« . <i�, -rr. �: ,,, hl rc Suite Number: Floor: Tenant Name: (/J S C-)n c. re- f [/■.) e x 11 New Tenant: .... Yes J ..No Property Owners Name: 4 A n.4- � ,,, .1,, , , o� C c st dr G. Z ' Mailing Address: 1 Z 2_0 l T �: �a • "�c+ f 1e ; . o i.•. -- l i Lid . y'th �) . Tti :10, c A e1'ki 4 ?' City Name: (---1 4 ' 4 .1 r e ., C._., f A Mailing Address: t 2. cal (c. E -Mail Address: k a ,n t' , S _,ke , C o✓ ,, Company Name: Mailing Address: 1 Contact Person: E -Mail Address: E -Mail Address: NapplicationsVennit application (1 -2003) 112003 State Zip Day Telephone: O 6 f '4 O h .'l- -r, to 4 `3 1 6% City State Zip Fax Number: 7- t) _ 5 2_ b C �i'ti St r ini •`�,r� fn <' �) Q rr� t:..,.�,� 1 J�. U It, T�n.,,� /c:. L�)� ?1 bZ City State Zip Contact Person: > >^ r,, +�( , E -Mail Address: a e�,n S S <,,� z.l C o \('`h Contractor Registration Number: S i3 C (? GT S 3 J- Expiration Date: 0/ 0 6 1 z0 * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** Page 1 Y' 1 .l'1� <MYIi%u n.. ^vw...�+. tYn n..rlw.v .nr.... u.;.N a•+nwl':.'i'ft•.••"II fl' . {�' ✓.!it $.')ffl,n�N. -V <:..r.ti; 4 +y) Day Telephone: Leo - Z`iS 1 Fax Number: z- t<, - 1 - 0 C I z v ARCHITECT OF RECORD AI! plans must ",wet stamped by Architect Record Company Name: Mailing Address: City Day Telephone: Fax Number: ENGINEER .OFRECORD.: —All plans must be wet ` stamped by Engineer'of Record Company Name: C mac >n e r^`� t� ��r L.., e - t ?� c • 5 Mailing Address: C, L " ► L� a s c� ( c 1^, >h v A City State Zip Contact Person: I' o L e Day Telephone: t ' - 15 C7 Fax Number: ° 2-- C Ito: =P ::ii State Zip Valuation of Project (contractor's bid price): $ ( , C 0 0 Scope of Work (please provide detailed information): C. S - i - r< - Ac_ ( - C ; t ✓� � cc'. c� `n , ca Will there be new rack storage? ❑...Yes ❑ .. No If "yes ", see Handout No. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑...Yes ❑ .. No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ .. Sprinklers ❑...Automatic Fire Alarm ❑...None ❑.. Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes [si..No If "yes ", attach list of materials and storage locations at a separate 8 -1/2 x 11 paper indicating quantities and M aterial 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 1'1125 ❑... Highline Water District ❑... City of Renton Water District Sewer ❑ .. City of Tukwila Sewer District ❑.. Val Vue Sewer District ❑...City of Renton Sewer District 0...City of Seattle Sewer District ❑ .. 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) lapplications■pcm,it application (1 -2003) tt2003 ,,,,,,::.'e.:.,.....w x,�aar:�s z. a: r:«« '"r',sx.�•..::.s�.i..,:en"c:daa Page 2 for requirements. r.4 " '�'`ibii7Lfr * a'Jit&Y'' , Existing Building Valuation: $ 0'0102i" Vt!-Wra .111.76 Existing Interior Remodel Addition to Existing Structure New Type of Construction per UBC Type of Occupancy per UBC 1't Floor 2tl Floor 3. Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached, Carport Detached Carport Covered Deck Uncovered Deck Valuation of Project (contractor's bid price): $ ( , C 0 0 Scope of Work (please provide detailed information): C. S - i - r< - Ac_ ( - C ; t ✓� � cc'. c� `n , ca Will there be new rack storage? ❑...Yes ❑ .. No If "yes ", see Handout No. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑...Yes ❑ .. No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ .. Sprinklers ❑...Automatic Fire Alarm ❑...None ❑.. Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes [si..No If "yes ", attach list of materials and storage locations at a separate 8 -1/2 x 11 paper indicating quantities and M aterial 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 1'1125 ❑... Highline Water District ❑... City of Renton Water District Sewer ❑ .. City of Tukwila Sewer District ❑.. Val Vue Sewer District ❑...City of Renton Sewer District 0...City of Seattle Sewer District ❑ .. 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) lapplications■pcm,it application (1 -2003) tt2003 ,,,,,,::.'e.:.,.....w x,�aar:�s z. a: r:«« '"r',sx.�•..::.s�.i..,:en"c:daa Page 2 for requirements. r.4 " '�'`ibii7Lfr * a'Jit&Y'' , Existing Building Valuation: $ 0'0102i" Vt!-Wra .111.76 Scope of Work (please provide detailed information): Street Use: ❑ .. Street Use Land Altering and /or Hauling: ❑ .. Land Altering: ❑...Cut Storm Drainage: ❑ .. Storm Drainage ❑...Flood Control Zone Monthly Service Billing to: Name: Mailing Address: 1applications\pennit application (1-2003) 1/2003 ❑... Channelization /Striping Water ... ❑ Water Meter Refund/Billing: Name: Mailing Address: Call before you Dig: 1- 800 - 424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet cubic yards ❑ ... Fill 0... Curb cut/Access /Sidewalk Sewer Information: ❑ .. City of Tukwila Sewer District 0.. Val Vue Sewer District ❑...City of Renton Sewer District ❑ ..City of Seattle Sewer District ❑ .. 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 ❑ .. Water Main Extension ❑ .. Private ❑ ... Public ❑ .. Water Meter/Exempt: Size(s): ❑ .. Deduct 0... Water Only ❑ .. Water Meter Permanent #: Size(s): ❑ .. Water Meter Temporary #: Size(s): ❑ .. Est. Quantity: gallons ❑ .. Fire Loop/Hydrant (main to vault) #: Size(s): ❑ .. Landscaping Irrigation ❑ .. Miscellaneous: City Sewer ... ❑ Sewage Treatment ❑ Page 3 Day Telephone: Day Telephone: City cubic yards ❑ .. Hauling State Fire Line .... ❑ Zip State Zip . -nt•i .0 ix�'i "t x.'i• ti Y „ <{ 4la MC•Y, «YPF;Ii f f }�5 .t M k`., r'�a'Fcl'i w ic Y.1.-C t.R ".;a;tr� .•ya,. V' •P. ;aWsk:Ji74:1 i f�d�'t a:,3].Ji; F,'S �N:. r+ iak.i.Lril�na".;GCzY•.`:u�:.... Unit Type: Qty Unit. Type: Qty Unit Type: Qty Boiler /Compressor: Qty Furnace <100K BTU Air Handling Unit >= 10,000 CFM Other Mechanical Equipment 0 -3 HP/I00,000 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 — Comm/Ind MECI A_ NICAL;PERMIT + FS.. or • 7�, •, 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 .... ❑ Replacement .... ❑ Commercial: New ....❑ Replacement .... ❑ Fuel Type: Electric ❑ Gas ....❑ Other: Indicate type of mechanical work being installed and the quantity below: PERMIT AP,PLICATION.: NOTES .= Applicable to all,petmits 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. 11-[EREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO 13E TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND [ AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER Ory,UTrED AGENT: Signature: _471,77 Print Name: 1 !`.j\ ` C ks& :1 y c' Day Telephone: Z c(-, Mailing Address: t Z_ c r '>' L—/G . lj r't ( f < <) d Date Application Accepted: \apptications\permit application (1-2003) 1/2003 Date Application Expires: Page 4 Dater 0 6/2',.- S Tt . I� t� . 1� i (,� ,� c? �s / City State Staff Initials: Zip QUANTITY IN CUBIC YARDS RATE Up toSOCY Free 51 -100 $23.50 101 - 1,000 $37.00 1,001 - 10,000 $49.25 10,001 - 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001- 200,000 $269.75 for 1 51. 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402,25 for 1 51. 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. • DEC 18 '03 03: 11PM TUKWILA D PUBL IC WORKS BULLETIN 1A TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME S)t.k .15011.4)N4 / r1H ?4(jAk Jai' ALL- PERMIT # D03 - 07'5" Pt063- cold, C P, to 1. APPLICATION BASE FEE 2. Enter total cost for each improvement category: General c7,51S Erosion prevention Water Sewer Storm water 4 136 4 5 - Road /Parking /Access A. Total Improvements 67 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. /7V C. 2.0% of amount over $100,000, but Tess than $200,000 of A. D. 1.5% of amount of $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) $ / (4) 5. GRADING Plan Review and Permit Fees $ -- (5) Enter total excavation volume cubic yards Enter total fill volume cubic yards Use the following table to estimate the grading application fee, Use the greater of the excavation and fill volumes. Approved 09.25.02 Revised 03.18.03 Revised 05.13.03 1 $250 (1) .2/13 TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1 +4 +5) $ q/oY The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application /plan and 2) a follow -up review ,associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee, ' :iu1,; ..., :iC::U.:: la D ui; >r::ini,�:,. gut PUte6rkkithEa��''�iSia+d& t+ QUANTITY in CY RATE 50 or less $23.50 51 -100 $37.00 101 — 1,000 $37.00 for 1 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 - 10,000 . $194.50 for 1 1000, plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1s 10,000, plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1 100,000, plus $36.50 for each additional 10,000 or fraction thereof. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100 %) $10.00 15 -10 (75 %) $7.50 10-7 (50%) 7 -5 (33%) _15.00 $3.30 5- 2525 %) $2.50 2- 1(10 %) $1,00 0 -1 $0.00 • DEC 18 '03 03 :12PM TUKWILA DCD /PW PUBLIC WORKS BULLETIN 1A TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance /inspection Fee (B +C +D) 7. Pavement Mitigation Fee $, -- (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of existing roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estim 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. Approved 09,25.02 Revised 03.18.03 Revised 05.13.03 2 $ 0"/ P.3 /13 (6) (8) am • DEC 18 '03 03:12PM TUKWILA DCD /PW PUBLIC WORKS BULLETIN 1A TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin 1 Total A through E $ (9) 10. ADDm0NAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D, Special Connection (TMC Title 14) $ E. Duwamish $ F. Storm Drainage Mitigation $ G. Other Fees Total A through G $ P.4/13 (10) DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9 +10) $ /7 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $47.00 per inspection. Approved 09.25.02 Revised 03.18.03 Revised 05.13.03 3 SUMMARY OF ESTIMATES TOTALS 1. GENERAL ITEMS ii X 2. EROSION PREVENTION /SEDIMENT CONTROL (TESC) 3. ROAD AND PARKING IMPROVEMENTS 4. DRAINAGE SYSTEM , ` t2 ys 5. WATER SYSTEM 6. SEWER SYSTEM GRAND TOTAL , 9y NC 0 f/5 150% Bond Quantity = (1.5)(GRAND TOTAL) The quantities above were calculated by: s Ac,44 Mo Lye?, ) . Printed Name: 3RoL. 10LV 9-- , •P a , �711 ,(, rc Signature: PE License Num er zc 777 Firm Name and A dress: tPr AD WC-. .J P 5..5oG CT 1 /620 a 7►?Rr I V ant Sc%fe 0200 / WA X82 ° / Date: /.?- /g- 0 Telephone Number: f% - 0 5? -9c Fax Number: (e/PS -.75 3a,3o E -mail : 1 J rv� /� � rLe.!AAnL • C-c _ DEC 17 '03 03:55PM TUKWILA DCD /PW P.5/25 CITY OF TUKWILA Public Works Department 206 -433 -0179 DEVELOPMENT BULLETIN 1C ENGINEER ESTIMAT! AND BOND QUANTITY Approved Nov. 2002 1 ...440V..1`■lY /:..:1+ RM.Y We ' 444 GENERAL ITEMS Unit Quantity Unit Price Subtotals (ear /Remove Brush by hand Acre $1,320.00 Clear /Grub/Tree Removal Acre $6,820.00 Common Excavation CY $1.30 Trench Excavation I GY $3.30 Embankment - Backfi I I and compact with select material CY $4.00 Trench - Backfill and compact with select material CY • $6.30 Borrow - Fill and compact CY $12.30 Gravel Base - Fill and compact CY $17.20 Topsoil - Imported CY $17.60 Grading - Fine with a grader SY $0.80 Grading- Fine by hand SY $1.45 Fence - Cedar, 6' high LF $27.50 Fence - Vinyl coated chain Zink, 6' high LF S11.00 Fence Gate - Vinyl coated chain Zink, 20' wide EACH $990.00 Fence - Wildlife passable (NGPE & SAT) LF $5.50 Survey - Monuments EACH $110.00 Survey - Lot lines DAY $693.00 Survey - Line and grade DAY $561.00 Trail - 4" crushed cinder SY $7.15 Trail - 4" crushed surfacing top course SY $6.60 Wall - Gabion, 3' thick, no earthwork SY $106.70 Wall - Retaining, with earthwork SY $23.10 RAVEL W...4 .4. ot4.4.. GY ! TA 1'l.. •aO 073 S8 General Subtotal 23$5 Sales Tax 8.8% 2 (0 GENERAL ITEMS TOTAL 0259' DEC 18 '03 03 :12PM TUKWILA DCD'PW P.6/13 Approved Nov. 2002 DEVELOPMENT BULLETIN IC ENGINEER ESTIMATE AND BOND QUANTITY 2 .!f ia.M�ul+r�r�Atxw: TESL Unit Quantity Unit Price Subtotals Fence -Silt (installation and removal) LF $1.40 I Fence - Temporary, drip Tine & NGPE/SAT) LF $1.10 Hydroseeding ACRE 51,980.00 Hydroseeding, fertilizing, mulching ACRE $2,750.00 Seeding - By hand SY 50.40 Mulch - Straw, 3" by hand SY $0.55 Mulch - Straw, 2" by machine ACRE $2,200.00 50.00 Fabric - Geotexti le SY 51.65 Catch Basin Protection - Insert EACH 533.00 Catch Basin Protection - Geotextile a& rock EACH $22.00 Outfall - Silt trap or pond overflow EACH $660.00 Interceptor dikelswale LF 51.00 Hay bale silt trap EACH $55.00 Brush Barrier LF 50.30 Stabilized construction entrance - 15' by 50' EACH 51,155.00 Stabilized construction entrance- 15' by 100' EACH 51,960.00 Pipe slope drains LF 52.20 Level spreader LF $1.65 Silt Trap EACH 5550.00 Silt Pond EACH $1,650.00 TESC Subtotal Sales Tax @ 8.8% TESC TOTAL DEC 18 '03 03 :13PM TUKWILA DCD /PW Approved Nov. 2002 DEVELOPMENT BULLETIN 1C ENGINEER ESTIMATE AND BOND QUANTITY 3 P.7 /13 1 ROAD & PARKING IMPROVEMENTS Unit Quantity Unit Price Subtotals C Grinding • 4' machine SY $7.70 C Removal /Dis SY $88.00 Curb - Extruded asphalt 15 $2.20 Extruded Curb - . Curb & Gutter -Vertical i _Ii LF $7.70 Demolish/Dispose LF $11.33 Sidewalk - Concrete - Demolish/Dispose SY Sawcut- Asphalt, 3" deep LF Sawcut - Concrete, per i "depth over 3" LF Sealant- Asphalt LF Shoulder -CSTC TONS Sidewalk - Concrete, 4" thick with 4" CSTC SY Sidewalk - Concrete, S" thick with 4' CSTC SY Striping - 4" reflectorized LF Striping — per parking $3.00 Thickened as phalt edge LF Pavement Markings - Channelization arrows EACH igns - Traffic Channelization EACH Overlay - Asphalt concrete - (2.05 tons/CY) TONS $44.00 Pavement - ,asphalt concrete, <300 ions (2,05 ons/CY} TONS $41.80 Pavement - Asphalt concrete, > 300 tons SY $35.20 sphalt treated base (ATB) - (2.05 tons/CY) TONS $38.50 CSTC - (1.85 tons/CY) TONS $16.50 CSBC - (1.85 tons /CY) TONS $16.50 Gravel base (1.85 tons/CY) • Geotextile fabric - Structural Guard rail LF $22.00 $0.00 Pavement markings - Raised, Type 1 EACH $3.30 crows - Thermoplastic EACH $82.50 Lane marking - Thermoplastic LF $3.30 i:n - Stop 30 "x30 ", VIP grad EACH $82.50 Sign - Street name, 9" X length, 6" letters EACH $44.00 Signs - Miscellaneous traffic EACH $38.S0 Median - Non - traversible, C curbing EACH $5.50 Barricade - Type 111 LF $33.00 raffic signal - Fully actuated (includes design) EACH $220,000.00 , DEC 18 '03 03 :13PM TUKWILA DCD /PW DEVELOPMENT BULLETIN 1C ENGINEER ESTIMATE AND BOND QUANTITY Approved Nov. 2002 4 P.8/13 DEC 18 '03 03 :13PM TUKWILA DCD /PW Approved Nov. 2002 5 P.9/13 DEVELOPMENT BULLETIN 1C ENGINEER ESTIMATE AND BOND QUANTITY Street light - C% -owned Sales Tax @ 8.8% MOW Road & Parking Subtotal ROAD & PARKING TOTAL CSTC - Crushed surfacing top course EACH 55,500.00 CSBC - Crushed surfacing base course t 1 I DRAINAGE SYSTEM Unit Quantity Unit Price Subtotals !Inlet/Yard Drain Each $385.00 Catch Basin -Type 1 Each $935.00 Catch Basin -T 4•e 2 48" Each Si 430.00 Add for depth over 4' per foot Feet $352.00 Catch Basin -Type 2, 54" Each $1,595.00 Add for death over 4' • er foot Feet $407.00 Catch Basin -Type 2, 60" Each $1 760.00 Add for depth over 4' per foot Feet $341.00 Catch Basin - Type 2, 72" Each $2,420.00 Add for depth over 4' per foot Feet $572.00 Cleanout PVC 4" dia. Each $94.60 Cleanout, PVC,_ 6" dia. Each S $126.50 leanout PVC 8" dia. Each $156.20 Drain pipe, PVC, 4" LF $4.95 Drain • ipe, PVC, 6" LF H 70 $7.15 336 l Drain • i. a PVC 8" LF $8.80 Storm pipe, Concrete, 8" LF $16.50 Storm pipe, Concrete, 12" LF $19.80 Storm .i.e PVC 8" LF $8.80 torm 'he PVC 12" LF 516.50 Storm pipe, PVC, 15" LF $20.90 Storm pipe, PVC, 18" LF $25.30 Storm pipe, PVC, 24" LF $33.00 Storm pipe, CMP, 8" LF $11.00 torn .i.e CMP 12" LF $16.50 Storm •i•e, CMP 15" LF $20.90 torm pipe, CMP, 18" LF $24.20 . Storm pipe, CMP, 24" LF $33.00 Storm pipe, CMP, 30" LF $42.90 Storm pipe, CMP, 36" LF 571.50 Storm pipe, CMP, 42" LF 588.00 torm • i • e CMP 48" LF $93.50 Storm pipe, CMP, 60" LF 5137.50 Storm pipe, RCP, 15" LF $25.30 Storm pipe, RCP 18" LF $30.80 Storm pipe, RCP, 24" LF 544.00 Storm pipe, RCP, 30" LF 571.50 Storntfiipe, RCP, 36" LF 593.50 Storm pipe, RCP, 42" LF 5115.50 Storm • I • e RCP 48" LF 5126.50 Storm pipe 60" LF 5181.50 Pond Overflow Spillway SY 58.80 ,DEC 18 '03 03 :14PM TUKWILA DCD /PW DEVELOPMENT BULLETIN iC ENGINEER ESTIMATE AND BOND QUANTITY Approved Nov. 2002 6 P.10/13 'Restrictor - OWS, 12" Each $880.00 Restrictor - OWS 15" Each $990.00 Restrictor - OWS, 18" Each $1,155.00 Restrictor - OWS, 24" Each $1,430.00 Trash rack, 15" Each $203.50 Trash rack, 18" Each $231.00 Trash rack, 21" _ Each 5264.00 Trash rack, 24" Each $330.00 r PRiprap, Light, Loose — $66.00 Quarry Spalls4" to 8" Tons $49.50 rench - Infiltration, per 100 feet Feet Perforated stub -out system Each trench - Flow dispersal, per 100 feet Feet , Sign - Stormwater Facility Each $330.00 1 Drainage System Subtotal 391g i State Sales Tax 8.8% 3S( DRAINAGE SYSTEM TOTAL Li 3`15 DEC 18 '03 03 :14PM TUKWILA DCD'PW Approved Nov. 2002 7 P.11/13 DEVELOPMENT BULLETIN 1C ENGINEER ESTIMATE AND BOND QUANTITY f, lit:gP,Eii.y: WATER SYSTEM Unit Quantity Unit Price Subtotals f Water Main - Ductile iron, CL 52, 6" _ LF Water Main - Ductile iron, CL 52, 8" LF Water Main - Ductile iron, CL 52, 10" LF Water Main - Ductile iron, CL 52, 12" LF hate Valve, 6" EACH Gate Valve, 8" EACH Gate Valve, 10" EACH Gate Valve, 12" EACH Fire Hydrant Assembly, With guard posts EACH $1,200.00 Fire Hydrant Assembly, Without guard posts EACH $950.00 Air -Vac, 8" EACH Air-Vac, 10" EACH it -Vac, 12" EACH I PRVA, 8" EACH PRVA, 10" EACH PRVA, 12" EACH Backflow — Irrigation Backflow — Fire Line Backflow — Water supply Water System Subtotal Sales Tax I@ 8.8% WATER SYSTEM TOTAL .DEC 18 '03 03:14PM TUKWILA DCD /PW DEVELOPMENT BULLETIN 1C ENGINEER ESTIMATE AND BOND QUANTITY 8 tre P.12/13 DEC 18 '03 03:14PM TUKWILA DCD /PW DEVELOPMENT BULLETIN 1C ENGINEER ESTIMATE AND BOND QUANTITY 9 P.13/13 ' .,.,� SEINER SYSTEM Unit Quantity _ Unit Price Subtotals SSS, PVC 4" LF 55.50 '555, PVC 6" LF $8.25 SSS, PVC 8" LF 511.00 Sewer pipe, PVC, 8" LF 527.50 Sewer pipe, PVC, 12" LF 533.00 Sewer pipe, PVC, LF 50.00 Manhole, 48" EACH 51,430.00 Additional depth over 4' per foot FEET $352.00 Manhole, 54" EACH 51,595.00 Additional depth over 4' per foot FEET 5407.00 Manhole, 60" EACH 51,760.00 Additional depth over 4' per foot FEET T 5451.00 i Manhole, 72" EACH 52,530.00 Additional depth over 4' per foot FEET 5572.00 Grease Interceptor Sewer System Subtotal Sales Tax @ 8.8% SEWER SYSTEM TOTAL DEC 18 '03 03:14PM TUKWILA DCD /PW DEVELOPMENT BULLETIN 1C ENGINEER ESTIMATE AND BOND QUANTITY 9 P.13/13 ' doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: 7340600602 Permit Number: D03-075 Address: 12500 TUKWILA INTERNATIONAL BL TUKW Status: ISSUED Suite No: Applied Date: 03/06/2003 Applicant: IMMIGRATION AND NATURALIZATION SERVICE Issue Date: 05/29/2003 Receipt No.: R03 -01583 Payment Amount: 47.00 Initials: LAW Payment Date: 12/31/2003 02:02 PM User ID: 1630 Balance: $0.00 Payee: SABEYI PROPERTIES LLC TRANSACTION LIST: Type Method Description Amount Payment Check 91103 47.00 ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES Account Code Current Pmts 000/345.830 47.00 Total: 47.00 1.42 1 2/31 971; TOTAL 47.00 Printed: 12 -31 -2003 Receipt No.: R03 -01563 LAW 1630 Initials: User ID: ACCOUNT ITEM LIST: Description doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: 7340600602 Permit Number: PW03 -122 Address: 12500 TUKWILA INTERNATIONAL BL TUKW Status: PENDING Suite No: Applied Date: 12/29/2003 Applicant: INS CONCRETE RETAINING WALL Issue Date: Payee: SABEY PROPERTIES LLC TRANSACTION LIST: Type Method Description Amount Payment Check 91010 598.00 PW BASE APPLICATION FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW Account Code Current Pmts 000/322.100 000/342.400 000/345.830 Payment Amount: 598.00 Payment Date: 12/29/2003 03:30 PM Balance: $0.00 250.00 174.00 174.00 Total: 598.00 O A -- 07 5) 6053 12/30 971.6 mix 3309.00 Printed: 12 -29 -2003 0. 0 .1• w: x::. 44 _ u:.,: a.,. u. xwJtia:. d,l' A.: Zc: �. a ::a:;i:��kddra.U;ir«lip:::Li;.; ai9Lk°L'in'uiuJal:L:. 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 RECEIPT IMMIGRATION AND NATURALIZATION SERVICE R03 -00659 BLH ADMIN Payee: SABEY PROPERTIES LLC TRANSACTION LIST: Type Method Description Payment Check 88438 BUILDING - NONRES STATE BUILDING SURCHARGE Account Code 000/322.100 000/386.904 Permit Number: Status: Applied Date: Issue Date: Amount 269.75 Current Pmts 265.25 4.50 Total: 269.75 D03 -075 APPROVED 03/06/2003 Payment Amount: 269.75 Payment Date: 05/29/2003 10:33 AM Balance: $0.00 9092 05/29 9716 TOTAL 269.75 Printed: 05 -29 -2003 City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 7340600602 Permit Number: D03 -075 Address: 12500 TUKWILA INTERNATIONAL BL TUKW Status: PENDING Suite No: Applied Date: 03/06/2003 Applicant: INS - CONCRETE RETAINING WALL Issue Date: Receipt No.: R03 -00283 Payment Amount: 172.41 Initials: SKS Payment Date: 03/06/2003 11:59 AM User ID: 1165 Balance: $269.75 Payee: SABEY PROPERTIES LLC TRANSACTION LIST: Type Method Description Amount doc: Receipt Payment Check 87419 ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES RECEIPT 172.41 Account Code Current Pmts 000/345.830 172.41 Total: 172.41 Printed: 03 -06 -2003 Project:: S Type of Inspection:; Address: I )— 't.)0 T 5 Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: , 7 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 1)03 - 07S PERMIT NO. (206)431 -3670 IR A - Pproved per applicable codes. Corrections required prior to approval. COMMENTS: C g? • Inspector: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. tall to schedule reinspection. Receipt No.: Date: e..eti.n.. >r:xY aorcNo.;JmerWp F. Project\ S Type of Inspection• ( c C>" c►G.4 -!e Address: 125O0 — 1 - . vAw1 6'1/4Z. Date Called: 1 11 --3 - o Special Instructions: } Date Wanted: a.m. p.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 1:03 (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: ((� V. C N f e C1 -V- k ‘n r„ ( )4 r `�rnvv\ 41" I Inspector: — n _- Date: El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No.: Date: Project: \s Type of Inspection: , \ vVA I Address: .\a- - - 00 ' C Date Called: 1 - 0 Special Instructions:. Date Wanted: a.m. p.m• Requester: Phone No Approved per applicable codes. INSPECTION RECORD Retain a copy with permit 53'7 S INSPECTION NO: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 PERMIT NO. Corrections required prior to approval. COMM r( , �.; J O tro,J491 p C1 v s p-Pv v✓l ?rev �nGt vV its C' G �d uJ �f -c , pori 1 C ' �t)O o■1 \AS pg. G I 6:0.' Inspector: Date: 1d $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at t300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Projec • �� // Type of InspecLiA,p,;. / A >ZZI dd p s` ...._,_ i _..- - (2) / 173 Date Called: Specie Instructions: Date Wanted: ^` m (f Requester: (` Phone No INSPECT! • N CITY OF.TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: (,ehoilio P).-e-c. Inspector: Approved per applicable codes. El $47.00 REINSPECTIONFEE REQUIRED. Prior to inspection, fee must be paid at 1300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: INSPECTION RECORD Retain a copy with permit Date: Corrections required prior to approval. COMMENTS: 1 '^,- - L / ' 4A e - C " L4/1 // , . ) " Ti...6 Date Called: . ,,z..„ l/ Special S ecial Instructions: Date Wanted: ., , ..' — V; - r " //' sr -./ /. ,/ Iff/r.. -,dr. Phone No: /D — CI , , 12 ekrA 16 (14 66 4 Proj Type of Inspgn: Ad esy s O 0 Ti...6 Date Called: l/ Special S ecial Instructions: Date Wanted: m. Requester: a Phone No: /D — CI CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes. Inspector; . ,. INSPECTION RECORD Retain a copy with permit Corrections required prior to approval. (206)431 -3670 Date: 7..„.94_69 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Raceipt No.: Date: Soils v � T0b'c I to -.3 71 �✓� e10k <<s: 60(1 w4 - 135 P tvA- cwackll A wkkic Qirtc cov % ttowab t'c Sot t wO vn Ca ti l onfroc-40r py& /clCd ni $) dent yi lto ti /d k)e reviewed (al G�• JALTFA_______SESLo Gokt.A t / 6 1,46 Q SOW fts% COMMENTS: T4ir ‘ A 44t/.I r-t,/,9 C. i gt.v . !.t' 4,4 .- /61 _a. Gr er/ a Date Called: ' (ia4 e> fr k ,r2 r,r. /_,, c.Gr -- j3 / 4 /e/r //.. Requester: Phone No: 5 ,x.......,:S -:2 'Z' , . -..( r 4 C♦„ / / 02—‘ " et--"5.e._ / <44 6t e )49 k.nf, _4 «-/ © — A) r / , / i / 41 r'N 1 1 61 4 1&4 lP ±A ct/ Project: _ Type of I nspecti // i e /"' e„„ Address: ✓ Date Called: ' / /! , j Special instructions: �/ Date Wanted: 1 Requester: Phone No: INSPECTION N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Inspector: INSPECTION RECORD Retain a copy with permit (206)431 -3670 Corrections required prior to approval. Date: El $47.00 REINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: � S �Gu‘1/4. N -1 Type of I ection: r4' — C o ,., :... Addr ss: Date Called: Special Instructions: Date Wanted: ; m ; Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO CITY OF TUKWILA BUILDING DIVISION .14 j 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3.70 181/ Approved per applicable codes. Corrections required prior to approval. COMMENTS: Date: t 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. Receipt No.: Date: 7:' COMMENTS: Type of Inspection: pLJ 744_ , c //zipb F'i4(a 4 bve-i, Special Instructions: y //2 L /or -A-P-Lci 4- cAie-q, Phone No: //2-(- Ac ict,i,-, ( 7. t-0-9-7,-, - r r 2.6,E � 04/4 '��/��� �� Project: T ` Type of Inspection: pLJ 744_ , Address: i,-1 5'04 U l /- Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: erl Pts 57) 3 -67S INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspector: Date: //7.6 LJ $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: COMMENTS: Type of Inspection: P tA.-) Address: k7, SOL. 1_1 93 /? - . 61 o? 0) acia . .�� (. t+, .tit Special Instructions: Date Wanted: ..., 1 ` CI 11 , ()Li a.m. p.m. 6c L •. , b w c 0 i,4 .. - Lt \ti.,, :....f Tkicd Phone No: El _ IC) _ ''c112... N (1) 1,1 Lti ( &. F"..e,1 -4 u 0, -) ti SS) , : ' .1 04 } 1)k . ,...- el + 'a-., .iii--1 w c �' C.. I k, rA I-1 .Lai ko n 1t. ..— P 3` 1 j 1^1 ( )1,--m 5 ,,, ,` __{-{��- is) -)�1 )O1. T � � /�.�� (�..� � -- t -�'� /0.,.-;ii, (1 u, ` J V Project: � � Type of Inspection: P tA.-) Address: k7, SOL. 1_1 93 Date Called: 1;CV° ii Special Instructions: Date Wanted: ..., 1 ` CI 11 , ()Li a.m. p.m. Requester: p' Phone No: El _ IC) _ ''c112... N ' �" ii��3�iaai. �; tt�»`: �" i�c��`'f i� :.a s:.��a , �:: , s:r� "' , INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. bo -oleo Corrections required prior to approval. Inspector: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No.: Date: MAYES TESTING ENGINEERS, INC. December 8, 2004 City of Tukwila Building Department 6200 South Center Blvd Tukwila, WA 98188 -8188 Attn.: Bill Rambo Re: DHS Regional Headquarters 12500 Tukwila International Blvd Tukwila, WA MTE Project No. E3187 Gentlemen: This is to inform you that registered special inspections have been completed for this project as per our reports, copies of which have been sent to you. Special inspection was provided for: 1. Reinforced Concrete To the best of our knowledge, all work inspected was either performed in accordance with, or corrected to conform to, the city approved drawings, or engineer approved changes. We trust that this provides you with the information that you require. Should you have any questions, give us a call. Sincerely, MAYES TESTING ENGINEERS, INC. G . ckerle 7 e4-7 Timothy , P.E. Branch Manager Cc: Doug Gardner -Sabey Construction Theodore McDonald — Engineers Northwest, Inc. Bob Fadden -Lance Mueller and Associates Ralph Hagler -Sabey Construction Dave Leng -Sabey Construction Bob Brott -Art Anderson Associates, Inc. TGB:rsm RE CEIVED D c 21 2004 o EV� OP FINAL LETTER Permit No. D03 -075 Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 -. ..... MAYES TESTING ENGINEERS, INC Project : Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Initial Storage Entrained Air Temp. (ASTM C31) (ASTM C231) 79°F NR 3.8% Sample Temp. (ASTM 01064) [Water / Cement Ratio: 0.426 71 °F Clear Concrete Stoneway 434204 6001 Placement Location and Notes 11 Date Made Sample # 8/13/2004 0084 73480 8/20/2004 7 8/13/2004 0084 73481 9/10/2004 28 8/13/2004 8/13/2004 Remark: 0084 0084 DHS Regional Headquarters 12500 International Blvd Tukwila,WA Sabey Corporation Engineers Northwest Sabey Construction Slump (ASTM C143) 73482 73483 CONCRETE LABORATORY TEST REPORT 5 -1/2" 9/10/2004 1 28 9/10/20041 28 1 Inspector(s): Mark Rossow Tested by: Scott J Johnson FIELD DATA (ASTM C31 and C172) Design I Mix Proportions: Ingredient Weight (per cu.yd) Coarse Aggregate 3/4" 1,922.0 Ibs Fine Aggregate 1,272.0 Ibs Water 240.0 Ibs Cement - -Type 1 564.0 Ibs Daravair 7.0 Oz 1 Sample(s) Rec'd 8 -14 -04 Required Strength (Ac):' SET 1 Total of 71 cubic yards. Sidewalk on top of ultrablock wall, 200 ft north bridge. 37790 1 4 x 8 51400 1 4x8 56990 1 4 x 8 52100 1 4x8 1 4.02 4.02 4.02 Project No: Issued on: Permit # (s): Original: Revised: ❑ Reviewed by: 4.02;1 12.69 1 12.69 2980 Everett Office 917 - 134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 E3187 9 -13 -04 D03 -075 W`' 3000 Psi @ 28 days • COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age (day) Load (Ibs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code NA 12.69 4050 I NA 12.69 1 L 4490 j NA 4100; NA C Ti . Beckerle, P.E. Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. NA = Not Applicable, S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Column FC - Field Cure NR = Not Recorded Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7.0 '47,4.+94: 20030523002434 John Sabey Fourth Floor 12201 Tukwila International Blvd. Seattle, Washington 98168 -5121 -m eX3 003 DOCUMENT TITLE: NAME OF GRANTORS: NAME OF GRANTEE: ABBREVIATED LEGAL DESCRIPTION: ASSESSOR'S PROPERTY TAX PARCEL ACCOUNT NUMBERS: Seattle- 3180220 2 0014354 -00021 l! 4 ii t � i ��� 1 i i i l �i ili 1I i i I ,'� i I� i I t1 ; �' , I ii I1 g ll ii i ' � 2003052300243 28 00 PAGE 1 001 OF 010 ECi^ KINGG COUNTY, UA { III DECLARATION OF ACCESS, PARKING AND DRAINAGE EASEMENTS 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 effect upon title. 1 1 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 C RECEIVED CITY OF TUKWILA PERMIT CENTER poi- 015 20030523002434.001 DECLARATION OF ACCESS, PARKING AND DRAINAGE EASEMENTS z THIS DECLARATION is made and executed this 21 day of May, 2003, by . _ INTERNATIONAL GATEWAY EAST LLC, a Washington limited liability company ( "IGE "), re w and INTERNATIONAL GATEWAY EAST III LLC, a Washmgton limited liability company ( "IGE III ") to burden and benefit the Property described below and to benefit the respective - o current and future owners and tenants thereof. i 0 J CO W O A. IGE is the owner of all that certam real property in King County, Washington, 2 described in Exhibit A attached hereto (the "IGE Property "), B. IGE III is the owner of that certain real property described in Exhibits B through = w D attached hereto (the "IGE III Property ") (the "IGE Property and the IGE III Property being z hereinafter collectively referred to as the "Property "); and — 1-O z w C. In connection with a boundary line adjustment being effected concurrently with w this Declaration by IGE III, IGE and IGE III desire to create and estabhsh certain drainage and v vehicular access and parking easements, licenses, restrictions and servitudes upon certain o portions of the Property hereinafter referred to as Lot 2 (the IGE Property), Lot 6 (the portion of w w the IGE III Property descnbed in Exhibit B attached hereto), Lot 7 (the portion of the IGE III H Property described in Exhibit C attached hereto), and Lot 8 (the portion of the IGE III Property i ' - described in Exhibit D attached hereto). w U= 0 I- 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 Scattle- 3180220 2 0014354-00021 RECITALS DECLARATION 1 20030523002434.002 tet:i ,�. •:.. ••. • .•.x i.; ia. i. isJ:' :�>rwiaA,:ti:;s::ki.:Shttw'Y' "' 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 z and its successors in interest to the IGE III Property, a perpetual, nonexclusive easement for z surface water drainage and to enable vehicles to enter and depart Lots 6, 7 and 8. re 6 4. Vehicular Parking IGE III hereby subjects Lot 7 to a perpetual, nonexclusive j p easement for vehicular parking for the owners and tenants of Lot 8 and their respective N employees, hcensees and invitees to the extent that such parking may be necessary from time to time 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 u 0 restrictions as may be generally applicable to the owners and tenants of Lot 7 and their respective employees, invitees and licensees. co 5. Maintenance of Access and Parking Subject to the provisions of Section 6 d hereof, the respective owner of each portion of the Property shall remain responsible for z '-- undertaking and paying for the maintenance of the access ways, parking spaces and drainage z O culverts referred to in this Declaration. 6. Assumptions of Risk Each person using the access, parking or drainage areas p that are the subject of this Declaration shall do so at its own risk and shall be responsible for any ° u property damage or personal injury to the extent the same is caused by such person's intentional = misconduct or neghgence i; 0 z 7. Interpretation. The Declaration shall be broadly construed to create the nghts v co and interests that are stated herein, and to that end it is the specific intent of IGE that no 0 '— easement shall merge with the title to any Lot and all easements shall also be construed as, and z this Declaration deemed to create, irrevocable licenses, restrictive 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 bnngs 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 therem incurred Seattle- 3180220 2 0014354 -00021 2 20030523002434.003 xisa toarr7sTrI�wf +B ���. AYbutt 10 Successors and Assigns. The terms, covenants and conditions contained m 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 By Pnnt Its• ame• 49 3 Vno$ I'1 14 isir""n, INTERNATIONAL GATEWAY EAST III LLC, a Washington hnuted liabihty company, by Sabey Corporation, Manager By �- Printed e: 1 o v,nes nl . I4arh$ Its: 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 Washmgton hnuted 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 authorized to execute said instrument on behalf of said limited Iiability company 3 20030523002434.004 IN WITNESS WHEREOF, I have hereunto set my hand and affixed my official seal the day and year first above wntten MARY A HALL STATE OF WASHINGTON NOTARY - -•-- PUBLIC MY COMMISSION EXPIRES 1E -10 -05 ) COUNTY OF KING ) STATE OF WASHINGTON MARY A HALL STATE OF WASHINGTON NOTARY —•— PUBLIC MY COMM LIIRMIES1 1-ts-06 Seattle- 3180220 2 0014354 -00021 ss. Signature: Name (Punt): 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 hmlted 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 habillty 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 IN WITNESS WHEREOF, I have hereunto set my hand and affixed my official seal the day and year first above wntten. Signature: Name (Print). Mary A. Hall NOTARY PUBLIC in and for the State of Washington, residing at Seat My appointment expires: 12/19/05 4 5 20030523002434.005 w 6 00 CO J H u_ w g Q . = d w z= I- 0 z I— uj O • N O I— w W O . z w 0 O I— z LOT 2 EXHIBIT A [Legal Descnption of 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 O1 °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 A -1 Seattle-3180220 2 0014354.00021 20030523002434.006 LOT 6 EXHIBIT B [Legal Description of Lot 6) 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 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 • kl;i.u{tr„sv 1c;a 61�'�+: iS1eaiyi`7 LOT 7 Seattle- 3180220 2 0014354 -00021 C -1 EXHIBIT C [Legal Description of 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 20030523002434.008 : y; r�_. ..,, . ca'MF�£xEMa�r.Nkxa ` ^ � • :.:4.....: r t:: :; .:•,r —.:n:. LOT 8 EXHIBIT D [Legal Description of 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 D -1 20030523002434.009 yri 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- 3180220 2 0014354 -00021 D -2 20030523002434.010 ENGINEERS NORTHWEST, INC. P.S. STRUCTURAL ENGINEERS -- 6869 WOODLAWN AVE. N. F., SEATTLE, WA 98115 (206) 525 -7560 FAN (206) 522 --6698 Feb 21, 2003 INS Site Retaining Walls CITY OF T IU APPROVED MAY 2 9 2003 AS N EEL STRUCTURAL CALCULATIONS 03 -015 ENW ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL, ENGINEERS PROJECT 11 SUBJECT 6869 1VOODLAWN Avr. N. E.. #205. SEATrLC. WA 98115 (206) 525 -7560 FAx (206) 522-6698 i2c cult• -1 !S DA•ri: / C. Sin;i:rlcd�J -I Or I3Y //2 ENW 6869 WOODLAWN AVE. N. E.. #205, SEATTLE, WA 98115 (206) 525 -7560 FAX (206) 522-6698 • r-, PROJECT # PROJECT — . / S DATE / • 3 / . 0 SUBJECT SHEET RO - 3 OF B I?- ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS a 6 9. 7 Oy Stem From top (I§ 1110 th Pts.) Mu K'FT vu KSI p Vertical reinforcing As bar size Spacing Horizontal reinforcing As bar size Spacing Remarks 0.733 0.037 0.001 0.0000 0.22 6 18 0.29 6 12 1.467 0.165 0.003 0.0000 0.22 6 18 0.29 5 12 2.200 0.406 0.004 0.0001 0.22 6 18 0.29 6 12 2.933 0.784 0.006 0.0002 0.22 6 18 0.29 6 12 3.667 1.322 0.009 0.0004 0.22 6 18 0.29 6 12 4.400 2.046 0.012 0.0006 0.22 6 18 0.29 6 12 6.133 2.975 0.015 0.0008 0.22 6 18 0.29 6 12 6.867 4.136 0.018 0.0011 0.22 6 18 0.29 6 12 6.600 6.651 0.022 0.0015 0.22 6 18 0.29 6 12 7.333 7.244 0.026 0.0020 0.23 6 18 0.29 6 12 Ftg.Toe Bottom reinforcing @ Stem Mu K•FT vu KSI p AsIN2 bar size Spacing 0.000 0.000 0.0000 0.00 6 0 �^ Ftg.Heel Top reinforcing @ Stem Mu "T vu KSI p As 1N2 bar size Spacing i ` 8.898 0.030 0.0012 0.20 6 26 Shear key d = 20.626 Vertical reinforcing clr. Mu K.FT vu KSI P As bar size Spacing to toe face 1.343 -0.003 0.0001 0.02 6 273 •r•" i i 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 ( #) = dSTEM n = IN. = UB.O.F. dT.O.F. IN. Horiz. Reinf. size ( #) = Allowable soil bearing KSF_ Coefficient of friction = Toe FL= Shear key width IN. Shear key height IN. Restrained ? (Y or N) Slab resistance KIPS = 0.000 - Passive KIPS = 2.000 NOTE :allowable • vu " _ CONCRETE RETAINING WALL ENGINEERS NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Friction = 0.000 kips qs max. = : <,4.66O ksf - �v 4.650 ksf 2.635 ksf 7 Wr15`a,`� ( froo 7r67line°+: - °; i..:uJ Y7.r;L.LVWiL1iiM(.�1.k,76F/vn ll l.S�Nud�liY..l per lineal ft. ) 0.110 MAX.!! Page 1 F.S. Overturning = 1.63 F.S. Sliding = 1.03 Pv PLF Surcharge PSF = U l FT . fi WITET �- H, ,i4k:0 f/,h «� K T s IN._ f �s 1 °;; ' v H FT. = p PLF H 2 FT. El 0 %0" Bury T. IN. `r t t , Width ; ""4,-•E qs min. = 0.000: ksf L brg, _ . 2,31 ft. SHEET OF Rev. 2/19/97 �9) kG ii Asp rt g LAI f leC 73 T.O.S. r •283 El 0'-0" 376 (g7 B.O.F. 3/31/2003 RETWALL6 -L.XLS Stem From top (@D 1/10 th Pts.) Mu K•FT vu KSI p Vertical reinforcing As bar size Spacing Horizontal reinforcing As bar size Spacing Remarks 1.033 0.077 0.002 0.0000 0.22 6 18 0.29 6 12 2.067 0.352 0.004 0.0001 0.22 6 18 0.29 5 12 3.100 0.891 0.007 0.0002 0.22 6 18 0.29 5 12 4.133 1.769 0.011 0.0006 0.22 6 18 0.29 6 12 6.167 3.022 0.016 0.0008 0.22 6 18 0.29 6 12 6.200 4.746 0.020 0.0013 0.22 6 18 0.29 5 12 7.233 6.996 0.026 0.0019 0.22 6 18 0.29 6 12 8.267 9.838 0.032 0.0028 0.31 6 16 0.29 6 12 9.300 13.337 0.038 0.0033 0.38 6 13 0.29 6 12 10.333 17.660 0.046 0.0038 0.43 6 12 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 6 0 Ftg.Heel Top reinforcing @ Stem Mu K.FT VU KSI P As 1N2 bar size Spacing 21.722 0.050 0.0030 0.49 6 10 `I b Shear key d = 20.625 Vertical reinforcing reinf.3" clr. Mu K•FT vu KSI p As bar size Spacing 1 to toe face 6.765 0.008 0.0003 0.08 6 63 -- Ir PROJECT: - Input Equiv. active pressure PCF Equiv. passive pressure PCF Uniform horiz. pressure PSF= Soil density PcF= F 'c KSL- F K51 Vert. Rein!. size ( #) = USTEM In. IN. _ dB.o.F. dr.o.F. IN. Horiz. Rein!. size ( #) = Allowable soil bearing KSF= Coefficient of friction = Toe Fr.= Shear key width I "• Shear key height IN. Restrained ? (Y or N ) Stab resistance NIPS = 0.000 Passive KIPS = 3.337 W FT NOTE :allowable vu ^°' =. 0.110 ENGINEERS NORTHWEST, INC. P.S. SHEET OF 6869 WOODLAWN AVE. N.E. (SUITE 205) Rev. 2/19/97 SEATTLE, WA. 98115 CONCRETE RETAINING WALL j �, � xr.... n{. rs .!!- nrq, .,M!1•- IY,!M.IM!�nxr,. "ifi5:<_;t,6 "7`obt:.? '} ° .x..w.at:vts ahexvi; ( per lineal ft. ) Friction = 0.000 kips gs max. =; ,;6.199, . ksf 5.199 ksf 3.766 ksf MAXI! Page 1 O F.S. Overturning = 1.80 � 116164-' F.S. Sliding = 1.03 N.G.!!I Surcharge ge 1 141 H FT.4 n •SIN..- x..m,az .«... L :A L brg. = ,- H FT. = Ph PLF= H El 0' -0" W Bury = r , , iiJ.. Widthrl. - 1ti - -;Y qs min. =.. 0.000. ksf 3.63 ft. 73 � T.O.S. `38g @ El 0' -0" B.O.F. __ 3/31/2003 (ETWALL9L.XLS. eOV: +r?tXFi�akSiV#irSeK�rw: 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 1.333 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 6.333 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 6 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 16 0.29 6 12 12.000 26.061 0.060 0.0057 0.65 7 11 0.29 6 12 13.333 34.625 0.072 0.0078 0.89 7 8 0.29 5 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 Shear key K•FT d = 20.663 KSI Vertical reinforcing reinf.3" Clr. to toe face Mu vu p As bar size Spacing _ 1' f. 13.016 0.019 0.0008 0.19 7 38 PROJECT: - Input = Equiv. active pressure PCP_ Equiv. passive pressure PCP Uniform horiz. pressure PSF= Soil density PCF F'c KSI= Fy KSI Vert. Reinf. size ( #) = In. _ USTEM IN. _ ds.o.F. dT.o.F. IN. _ Horiz. Reinf. size ( #) = Allowable soil bearing KSF= Coefficient of friction = Toe FT•= Shear key width IN.= Shear key height IN.= Restrained ? (Y or N) Slab resistance KIPS = 0.000 Passive KIPS = 4.763 W 1 FT. CONCRETE RETAINING WALL Friction = 0.000 kips qs max. = ;: :6.879 ' : ksf r 1�ViG ;dfluwAWC VU .I.7.7V "IRA. ENGINEERS NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 5.879 ksf 4.693 ksf Page 1 ;r.••a»a n .n..v+�_..00 y ...� ; -r � r.�.« -p,++ ., Ine : . tei iAi1JF F+`Rii3l:Mlw4( . ; = ` A ; ; < ( per lineal ft. ) F.S. Overturning = F.S. Sliding = Pv PLF= Surcharge PSF L brg. = 4.96 Ts1N' =[ HFT.= w•..� • Ph PLF H2 FT. = El 0'..0" } BuryUN. =1'» Tf IN. SHEET OF Rev. 2/19/97 1.92 0.98 N:6:I1I ft. $-- H 1 FT. =1.OM T 4 .... Width rl. :;�w 7 >L � qs min. = 0.000 .•. ksf s l 3/31 /2003 ETWALL12 -L.XLS d am`" e-t wor! 73 493 E10%.0" 686 B.O.F. ENS ENGINEERS NORTHWEST, INC., P.S. STRUCTURAI. ENGINEERS PROJECT # PROJECT 2 N 3 SUBJECT 12- C. - LO ,2_ 6869 Wooni.AWN AVE. N. E.. #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522 -6698 / -v 7. ale k3• ,2, Z3 /f / i 9 -? 7:1 3,z 2,$ le./ .5"0'" p76 e /3 eF DATE z• 3-03 SHEET OF 13■ k /f 0;y-- 7 -- e6, EN ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS - 6869 WOODLAWN AVE. N. E., SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 INS Site Retaining Walls STRUCTURAL CALCULATIONS Feb 21, 2003 CM OF TIARA APPROVED MAY 2 9 2003 AS KOIED REID „„ op ruNwfut HAR 0 8 201)3 PERMIT CENTER 03 75 lantwoi • •• ENW ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS PROJECT # PROJI:C'I 6869 \VOODLAWN AVE. N. L.. N205. SEATTLE. WA 98115 (206) 525 -7560 FAX (206) 522 -6698 In D I I / ' • 30 ' d' ENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS jj 6869 WOODLAWN AVE. N. E.. #205, SEATTLE. WA 98115 (206) 525 - 7560 FAx (206) 522 - 6698 • PROJECT # PROJECT - �" ` DATE /.°3/' 1/2 SUBJECT SHEET 2O "3 OF By (.2 / . i 0 , •Z N v •.d g. 4' Stem From top (@ 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 6.133 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 5.551 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 5 12 0.29 6 12 0.29 5 12 0.29 6 12 0.29 5 12 0.29 5 12 0.29 5 12 Ftg,Toe @ Stem Mu K•FT vu KsI p Bottom reinforcing As bar size Spacing 1..---f c ".1 �� g 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 8.898 0.030 0.0012 0.20 6 26 Shear key reinf.3" dr. to toe face d = 20.625 Mu K•FT vu KsI p Vertical reinforcing As bar size Spacing 0.294 -0.008 0.0000 0.00 6 1250 U B.OF . IN. W I FT. Friction = qs max. = ENGINEERS NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 CONCRETE RETAINING WALL PROJECT : - tNS`S : iteWalls,- =, . Ii nrh sti�:(il «:...: Input = ;;;;;; '( per lineal Equiv. active pressure PCF E uiv. passive pressure Pc F _ �� t71.; 4 P P %':250';:..; Uniform horiz. pressure PsF = =0''. �- Soil density PC Fy = Vert. Reinf. size ( #) = _" 6 : dSTEM N - .. rt � ri+ r, « .. dr.o.F.IN. _ �..13.5- Horiz. Reinf. size ( #) = 6 Allowable soil bearing KSF i'� ;' • 771 1 Coefficient of friction = 0, :: , F T._ 7• °?vil...,.. Toe - .> =_' , Shear key width IN '= - ��' " 4 Shear key height ut = = .r;8:vp Restrained ? (Y or N) r.•�,.N Slab resistance KIPS = '0.000 - Passive KIPS = 1.389 NOTE :allowable vu "" = 0.110 MAX.!! 1.610 kips 4.660 ksf _ 4.650 ksf 2.635 ksf Page 1 m F.S. Overturning = 1.63 F.S. Sliding = 1.64 Pv PLF= i".,^7OM:.^.",^1 Surcharge PsF Hi FT. El 0' -0" L brg. = 2.31 ft. ph PLF__G..: ;,:), !. $ Bury r `a Tr IN.= >76f J....u...:wL Width ''I. =; s_,"i Ij qs min. = 0.000 ' ksf SHEET OF Rev. 2/19/97 73 tr (� T.O.S. 283 @ El 0' -0" 376 @ B.O.F. 2/3/2003 RETWALL6 -L.XLS Ftg.Toe @ Stem Ftg.Heel @ Stem INg.7iite:. alls?. 9.footProti'line' j - .‘ ::: .: i :) .. 1-, ,'.. ' : .1 ... t( per lineal f t . ) :;::' Uniform horiz. pressure PSF Soil density PCP= i :,. ` KSI r . �M.-, 1 Fy KSI = . Vert. Reinf. size ( #) _[• ..6,; -�.L dSTEm" �,9.6, + '`� . _ n ....:evn de.o.F. IN - i.',1 `. dT.o.F.IN. _C� :13.6' Horiz. Reinf. size ( #) = Allowable soil bearing KSF :�.s7` sk - '=. Coefficient of friction = .0 3. Toe Ft= E i 33 Shear key width _ }. zq,M,,, Shear key height IN. _tgi , Restrained ? (Y or N) ,t•..^ :N = 1 Slab resistance KIPS = 0.000 - Passive KIPS = 2.170 -� PROJECT: - Input = Equiv. active pressure PCP= Equiv. passive pressure PcF Stem From to 1.033 2.067 3.100 4.133 6.167 6.200 7.233 8.267 9.300 10.333 Shear key reinf.3" clr. to toe face W t FT. Friction = qs max. = ENGINEERS NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 CONCRETE RETAINING WALL NOTE :allowable vu KSI = 0.110 MAX.!! -> 2.829 kips 6.199 ksf 5.199 ksf 3.766 ksf Page 1 F.S. Overturning = 1.80 F.S. Sliding = 1.55 Pv PLF_t" r7:7,7 / r Surcharge PSP = i // //// W� H FT. n Ts IN1 - 7" 7 7. 7 1 H FT. = ; El 0' -0" Bury '1'.16.;` I- Tr IN.= "f:,"1s "" Width = P (@ 1/10 th Pts.) MU K•FT VU KSI P 0.077 0.352 0.891 1.759 3.022 4.746 6.996 9.838 13.337 17.660 0.002 0.004 0.007 0.011 0.015 0.020 0.025 0.032 0.038 0.046 0.0000 0.0001 0.0002 0.0005 0.0008 0.0013 0.0019 0.0028 0.0033 0.0038 Vertical reinforcing As bar size Spacing 0.22 0.22 0.31 0.38 0.43 0.22 6 0.22 6 0.22 6 0.22 6 0.22 6 6 6 6 6 6 18 18 18 18 18 18 18 16 13 12 Horizontal reinforcing As bar size Spacing 0.29 5 0.29 5 0.29 5 0.29 5 0.29 5 0.29 5 0.29 5 5 5 6 0.29 0.29 0.29 12 12 12 12 12 12 12 12 12 12 Mu K•FT VU KSI P 0.000 0.000 0.0000 Mu K•FT VU KSI p 21.722 0.050 0.0030 d = 20.625 MU K•FT VU KSI P 1.753 -0.002 0.0001 Bottom reinforcing As bar size Spacing 0.00 6 0 Top reinforcing As bar size Spacing 0.49 6 10 Vertical reinforcing As bar size Spacing 0.03 6 209 qs min. = 0.000 ksf L brg. = 3.63 ft. SHEET OF Rev. 2/19/97 r Remarks 73 @ T.O.S. 388 @ El 0' -0" aai . @ B.O.F. 2/3/2003 RETWALL9 -L.XLS Stem From top (@ 1/10 th Pts.) Mu K•FT vu Ksl p Vertical reinforcing As bar size Spacing Horizontal reinforcing As bar size Spacing Remarks 1.333 2.667 4.000 6.333 6.667 8.000 9.333 10.667 12.000 13.333 0.134 0.002 0.0000 0.629 0.006 0.0002 1.626 0.010 0.0004 3.267 0.016 0.0009 5.693 0.022 0.0016 9.044 0.030 0.0025 13.462 0.039 0.0033 19.087 0.049 0.0041 26.061 0.060 0.0057 34.626 0.072 0.0078 0.22 7 18 0.22 7 18 0.22 7 18 0.22 7 18 0.22 7 18 0.29 7 18 0.38 7 18 0.47 7 15 0.65 7 11 0.89 7 8 0.29 6 12 0.29 5 12 0.29 5 12 0.29 5 12 0.29 5 12 0.29 5 12 0.29 5 12 0.29 6 12 0.29 6 12 0.29 5 12 Ftg.Toe @ Stem MU K•FT vu KSI p Bottom reinforcing AsINZ bar size Spacing �,• .._ rG 0.000 0.000 0.0000 0.00 7 0 Ftg.Heel @Stem MU K•FT vu KSI p Top reinforcing AsINZ bar size Spacing 41.892 0.065 0.0045 0.73 7 9 Shear key relnf.3" clr. to toe face d = 20.563 Mu K•FT vu KSI p Vertical reinforcing AsINZ bar size Spacing ✓ '�� 3 5.765 0.008 0.0003 0.08 7 86 ENGINEERS NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 PROJECT : - t S ife`Wall1 fl O ... e �:z:4:. d;.. .1 Input = ! !::.2.::61•1! ; :::A ( p er lineal ft. ) .�;�, e - Equiv. active pressure PCF= : 361;; PCF .i..� • w ise . Equiv. passive pressure = • +'>;:;<250. r Uniform horiz. pressure PSF "z_ :0 :. ; ; 4 � PCF_ i�" di'••�M Soil density ° <120: �;• F . 0 KsI = L. " '" 3 ...fc1y; F y K .. ::6 0 7,, Vert. Reinf. size ( #) =17.;57.:..47t.' •. ' "' L }8701:. dB.o.F. = t ; - ':`.'t2.b,':i dr.o.F. - t i Horiz. Rein!. size ( #) =, .:5 •s Allowable soil bearing KSF = t : ` � Coefficient of friction = , :;.1 .. % . ,: i .. 'V Toe Fr._ _ " : ;z Shear key width - a 4.; " : ;:, height IN._ " :3 ' "' Shear key g 0.30 4r; Restrained ? (Y or N) K IPS �"'i' �r, 1:;:';;!' Slab resistance = 0.000 Passive KIPS = 3.337 W + FT. CONCRETE RETAINING WALL NOTE :allowable vu "" = 0.110 Friction = 4.373 kips qs max. = 5.879 ksf -! 6.879 ksf 4.693 ksf MAX.!! Page 1 F.S. Overturning = 1.92 F.S. Sliding = 1.59 Pv PLF = !" '", ""'•'1 Surcharge PSF =; 260 i FT._ f . ` . TsN.= t µi Ph E10 ..0 Bury= . 716: = =: To =Di713 4 - Width - , •. 37��s�z. (8- -qs min. = 0.000 ksf L brg. = 4.96 ft. SHEET OF Rev. 2/19/97 73 @ T.O.S. 493 @ El 0' -0" . 686 @ B.O.F. 2/3/2003 RETWALL12 -L.XLS , ENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT # PROJECT I N 3 DATE Z .3- SUBJECT rL e. i WCa l SHEET OF BY 2 6869 WOODLAWN AVE. N. E.. #205, SEATTLE, WA 98115 (206) 525 -7560 FAN (206) 522 -6698 / .v Z Z cc J U 0 O co / w= r -I 1- WO 1 2 3z / 6S- .� / .ro tit Q -d = I- _ f - w I- > 0 - ' ' t__- - -4 o I- k !�' WW /l.% ~ - -- O . W — I 0I / G Pc3•23 Z 'Pr (f•C - ,Gf)'' 7 i' 9.elz k X55 z. 2,s /c/ I Sa p74 e /3 z ENVY ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT # PROJECT N J DATE JAI' 0 3 SUBJECT SHEET OF log 30 L 4- j7L Yc-10 2 C Bo f ..o, ,00 ,Gx3T- P . P e-xf 6869 WOODLAWN AVE. N. E.. #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522 -6698 iic) 10,5 ie) + p 01 ; 6/. 2. 4- 7 )c ICs 3470 »-? . 2 4 / U 65 ASS` L ?v 4 t •F 7 ?° 1( a Lc: x- ,rt- -1 Gx SG BY , Y_ . 'e .� c i P be mow¢ t .l5'k • ENS ENGINEERS NORTHWEST, INC., P.S. ^• STRUCTURAL ENGINEERS eSIAS 6869 WOODLAWN AVE. N. E.. #205. SEATTLE. WA 93115 (206) 525 -7560 FAx (206) 522 -6698 J PROJECT # PROJECT 212-N5 DATE SUBJECT 5 A-.4-to Wc.. SHEET OF BY FAX TRANSMITTAL ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 6869 WooDLAwN Ave. N. E., SEATTLE, WA 98115 (206) 525 -7560 FAX (206) 522-669.8 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 Ratckle Email: bobr @enwseattle.com Stem From top (@ 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 0.22 6 18 0.29 4 8 2.025 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 6.076 2.223 0.011 0.0006 0.22 6 18 0.29 4 8 7.088 3.631 0.015 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 7.504 0.025 0.0021 0.29 4 8 0.24 10.125 10.293 0.031 0.0029 0.33 0.29 4 8 Ftg.Toe Bottom reinforcing Stem Mu K•FT vu KSI p As1N2 bar size Spacing 0.000 0.000 0.0000 0.00 6 0 Ftg.Heel Top reinforcing Stem Mu K•Fr 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" Clr. Mu K•FT vu KSI p As bar size Spacing to toe face 0.000 0.000 0.0000 0.00 0 0 PROJECT . (NS' r.. •�.«v; ;�:" • ;. , r" ,..' W - �.� ti�niti:,'.7: .•i..:.+..: Input - . >: ;(= %( per lineal ft. ) � lw.iwL.AiwLMV} Equiv. active pressure P` F Equiv. passive pressure P`F= Uniform horiz. pressure PSF Soil density PCP= 420 r ' a -• Fy KSI= Vert. Reinf. size ( #) =l' 6•;�.. KSF Allowable soil bearing N.G. I!! Coefficient of friction = Slab resistance KIPS = 0.000 .• Passive KIPS = 0,236 W i FT.= 7;77" ENGINEERS NORTHWEST, INC, P.S. SHEET OF 6869 WOODLAWN AVE. N.E. (SUITE 205) Rev. 2/19/97 SEATTLE, WA. 98115 CONCRETE RETAINING WALL Friction = 3.814 kips qs max. = 2.500 ksf NOTE :allowable vu ^" = 0.110 MAX.!! A 2.500 ksf 2.221 ksf Page 1 F.S. Overturning = 4.62 F.S. Sliding = 1.79 Pv PLF = Y ,.. ^i 4:11 Surcharge Psr =� 0• t:.:° j L brg. = 7.50 ft. T51N= ,...?: Ph PLF 1..., ;v" 2 H El 0' -0" v _ Bury Width ' I. =t e7:6 3j`W qs min.= 0.406 ksf 1 0 T.O.S. r 7 -G 350 El 0' -0" 398 B.O.F. 1/10/2003 RETWALL.XLS Stem From top (@ 1/10 th Pts.) Mu K•FT vu KSI p Vertical reinforcing As 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 3.025 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 10.588 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 15.125 39.984 0.078 0.0092 1.05 7 6 0.29 4 8 Ftg.Toe Bottom reinforcing @ Stern Mu K•FT vu KSI p As bar size Spacing 23.597 0.058 0.0031 0.51 7 14 Ftg.Heel Top reinforcing @ Stem Mu K•FT vu KSI p As bar size Spacing 19.226 0.047 0.0025 0.42 7 17 Shear key d = 14.563 Vertical reinforcing reinf.3" clr. Mu K•FT vu KSI p As bar size Spacing to toe face 14.592 0.034 0.0017 0.30 7 23 Equiv. passive pressure PcF= Uniform horiz. pressure PSF= Soil density P =" F . 0 KSI Fy KSI rtso r Vert. Reinf. size ( #) _ dSTEM in. _ +W∎ M J' i {• u Horiz. Reinf. size ( #) = .; . '4 :' :" Allowable soil bearing . 2,6 r: Coefficient of friction = " 0.35 Toe FT. =tt; ' ;: 4 .. ,. '• Y` Shear key width 18> Shear key height = :' "' ?48• ;:. Restrained ? (Y or N) !V ` = Slab resistance KIPS = 0.000 -� Passive KIPS = 3.955 - IN. de.O.F. d T.O.F. IN. Friction = qs max. = ENGINEERS NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 CONCRETE RETAINING WALL ri PROJECT : -TANS' .,;y . { '�'' ' V. ;tt • >ywtr:;�� =�� •a ° ti;krs r : t- r ,. v�.' �:: ? F.c..,,..�rs „�3sia:.:.�..s.:. ati..,..�„r • ..a.«.. Input =1,V;;;/.4,V.:,.. : ( per lineal ft. ) ,n MM•.val Equiv. active pressure PcF= , r�wn, «hw� i�: <250 '" t�vr•vr Y.•f."1" W FT. = ." 4.= 1 4.231 2.220 NOTE :allowable vu "" = 0.110 • MAX.!! kips ksf 1.441 ksf 1.246 ksf Page 1 F.S. Overturning = 2.38 F.S. Sliding = 1.64 Pv PLF = 1 7 77 : P SF _ -:i y ,a . .i, r..i Surcharge =1. 100 � . 11 It .iiu fi lc etY'd H1 FT. = , Ts'N._.1 M12 • : Ph PLF o "v FT H2 -{ v ^ r` .. rl sv El 0 BurylN.= 's7 ;1:6 »,1 Width ERg �� m qs min. = 0.467 :; • ksf L brg. = 9.00 ft. SHEET OF Rev. 2/19/97 1/10/2003 RETWALL.XLS 29 @ T.O.S. 654 @ El 0'..0" 611 6 B.O.F. Stem From top (@ 1/10 th Pts.) MU K•FT vu KSI p Vertical reinforcing As 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 4.025 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 8.050 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 1.35 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 vu KS p As " bar size Spacing 59.026 0.069 0.0033 0.80 9 15 Ftg.Heel Top reinforcing @Stem MU K•FT vu KSI p As bar size Spacing 40.552 0.052 0.0025 0.61 9 19 Shear key d = 20.438 Vertical reinforcing reinf.3" cir. Mu K•FT vu Ksl P As bar size Spacing , to toe face 46.866 0.062 0.0028 0.69 9 17 Fy KSI Vert. Reinf. size ( #) _ ,, Allowable soil bearing sk '.26 ;;w Coefficient of friction = y' 0.36:`;;: Toe '; : : ;; S ti Shear key width " �:•24•-• I n._ ..:.Mc.tr�i Shear key height 67Z;'Wwaa Restrained ? (Y or N) I::•N Slab resistance KIPS = 0.000 - Passive KIPS = 8.252 - Friction = qs max. = CONCRETE RETAINING WALL PROJECT: - Input ^'ti'. � :ti4yw t ( per lineal ft. I Equiv. active pressure PcF 35 Equiv. passive pressure P CF= .Y2 50' Uniform horiz. pressure PSF __� ;-; ,; Soil density = -7 , •: F . c KSI •..,, ...<. dSTEM . - Y . X12:F dB.O.F. 1. IN. _ _: 2 . . 7. IN. Horiz. Reinf. size ( #) = 7.319 2.491 kips ksf 1.706 ksf 1.542 ksf NOTE :allowable vu K s ' = 0.126 MAX.!! ENGINEERS NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Page 1 ,gr) 4 0c.tc F.S. Overturning = 2.66 F.S. Sliding = 1.69 PV PLF_ 7776771 1 Surcharge PSF = " Ts •= Ph PLF = 77 H FT. = :tiOW ' El 0' -0" Ct. v i " r Bury �. X1.5 4.11 TfIN- L -.,<. A ty, , - - Widthr . "' , ® --- -qs min. = 0.855 ksf L brg. = 12.50 ft. SHEET OF Rev. 2/19/97 29 „ (� T.O.S. l . 729 @ El 0' -0" 804 B.O.F. 1/10/2003 RETWALL.XLS Stem From top (@ 1/10 th Pts.) MU K•FT vu Ksl p Vertical reinforcing As bar size Spacing Horizontal reinforcing As bar size Spacing Remarks 2.613 0.314 0.002 0.0000 0.36 9 18 0.48 4 5 5.025 1.884 0.006 0.0002 0.36 9 18 0.48 4 5 7.538 5.655 0.012 0.0005 0.36 9 18 0.48 4 5 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 6 15.076 39.607 0.043 0.0033 0.68 9 17 0.48 4 5 17.688 61.617 0.058 0.0041 0.84 9 14 0.48 4 5 20.100 90.545 0.075 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 6 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 AsiN2 bar size Spacing 39.126 0.055 0.0025 0.69 9 20 Shear key d = 20.438 Vertical reinforcing reinf.3" cir. Mu K•FT vu KSI P AsIN2 bar size Spacing to toe face 101.433 0.090 0.0047 1.16 9 10 • PROJECT : :'- >t "_. .� ,.....,.. - - •. �N � r,•�; y , t +'..:±i'.:y, a•F.+i•j•t� {. v { y✓. I. an. �rw: i... �. rl. �: U:+. r..`. ��: :�:S:i.'i+;.in.:.•�:•i.:i.:..sw Input = Equiv. active pressure PCF= Equiv. passive pressure PcF • =I;. :;250. P1 Uniform horiz. pressure PSF Soil density PCF= Fe F K St L` 7 Vert. Reinf. size ( #) = ' 8' dsTai ' Horiz. Reinf. size ( #) _ " Allowable soil bearing KSF= :• 2,5 :; Coefficient of friction = Toe FT._ { 1'10;10 Shear key width 'N•- .,� s ;2 4. Shear key height IN. =' 96+ Restrained ? (Y or N) ''� "��`'• -"'• Slab resistance K IPS = 0.000 Passive KIPS = 12.81 w FT. 4 `. CONCRETE RETAINING WALL Friction = 8.699 kips qs max. = 2.273 ksf _ 1.373 ksf 1.224 ksf NOTE :allowable vu = 0.126 MAX.II ENGINEERS NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Page 1 4 C ` tt wt,l < <L- F.S. Overturning = 2.32 F.S. Sliding = 1.67 Pv P Surcharge ' WWvWWWW fir` 7G W HI FT. = Ts IN. = r "" HFT._ ,ZS;yk✓ Ph PLF= )';,:" H2 FT. = c El 0' -0" BuryIN.=Y7 :7 ... Tf IN ._ 1 * Z4 ;ld Width -i :..16.•..•'` m qs min. = 0.834''. ksf L brg. = 16.00 ft. SHEET OF Rev. 2/19/97 -1 G 9G " limey 29 tr @ T.O.S. 904 . @ El 0' -0" 979 @ B.O.F. 1/10/2003 RETWALL.XLS /6 v Z = Z ~ w CC 2 W j0 00 (1) O (o w J = H C u_ w O Q LL Q w = a Hw z F- 1— O Z I-- w D U w O— O H ww 2 H P. u' O Z w U -- P _ O ~ Z FILE COPY bEOTECHNI ►thENGINP 'STUDY PROPOSED INS S OFFICE 12500 TUKWILA INTERN A kONAL BOULEVARD TUKWILA, WASHINGTON E- 2579 -44 February 20, 2003 PREPARED FOR SABEY CORPORATION Raymond A. Coglas, P.E. Project Manager 2 Earth Consultants, Inc. 1805 - 136th Place Northeast, Suite 201 Bellevue, Washington 98005 (425) 643 -3780 Toll Free 1- 888 - 739 -6670 3 riECEIVED CITY OF TU LA FEB 2 z 2003 PERMIT CENTER ECE11 -E;" -, I :, MAR 1 2 2003 L REID MIDDLETor ors D03- - • ANNINai I . .r b4a■ r •� I • '•■A -•w 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. w,M ^�sftex 1 IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL ENGINEERING REPORT • .w.......... " nr .,... •rr,•rr ?, F.'.,+;ta Nl}Y:ii 1 i :'": ', � :?r�r • M.m+nn1 G4w�i 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 disdaiming 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 TABLE OF CONTENTS E- 2579 -44 PAGE INTRODUCTION 1 General 1 Project Description 1 SITE CONDITIONS 3 Surface 3 Subsurface 4 Groundwater 5 Laboratory Testing 5 DISCUSSION AND RECOMMENDATIONS 6 General 6 Slope Stability 8 Site Preparation and General Earthwork 10 Slope Fill Placement 11 Structural Fill 11 Foundations 12 Office Building Structure 12 Garage Structure 15 Permanent Retaining and Foundation Walls 16 Seismic Design Considerations 17 Slab -on -Grade Floors 18 Site Drainage 19 Modular Block Walls 20 Excavations and Slopes 20 Rockeries 21 Utility Trench Backfill 21 Pavement Areas 22 LIMITATIONS 23 Additional Services 23 Earth Consultants, Inc. ILLUSTRATIONS Plate 1 Plate 2 Plate 3 Plate 4 Plate 5 Plate 6 Plate 7 Plate 8 Plate 9 Plate 10 Plate 11 Plate 12 Plate 13 Plate 14 Plate 15 Plate 16 Plate 17 APPENDICES Appendix A Appendix B TABLE OF CONTENTS E- 2579 -44 Vicinity Map Boring and Test Pit Location Plan (Office) Boring and Test Pit Location Plan (Garage) Cross Section A -A` Cross Section B -B' Cross Section C -C' Cross Section D -D' Cross Section E -E' Cross Section F -F' Cross Section G -G' Cross Section H -H' Slope Fill Placement Earth Pressure - Foundation Walls Foundation Wall Drainage and Backfill Retaining Wall Drainage and Backfill Typical Footing Subdrain Typical Utility Trench Fill Plate A 1 Legend Plates A2 through A103 Boring and Test Pit Logs Plates B1 through B4 Grain Size Analyses Plates B5 and B6 Atterberg Test Limits Data Field Exploration Laboratory Testing Results Earth Consultants, Inc. •�aS,�1LKl:1at{' :iF. ii ::.. .i.Ya�`� - ..,:1'. •..Y. ....�..5.�.Yii .1:.� "... Earth Consultants, Inc. (k' tied illicit' Ii1 wit leers. (i(Y)I )gists & Ii mirnnnlvn rtl ('rn114Itt tinn 'fcstin).; ?\\AIiOInsl(' tic(ns(•rvicc ;S February 20, 2003 E- 2579 -44 Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168 -5121 Attention: Mr. Ralph Hagler Dear Mr. Hagler: Earth Consultants, Inc. (ECI) is pleased to submit our report titled "Geotechnical Engineering Study, Proposed INS Seattle District Office, 12500 Tukwila International Boulevard, Tukwila, Washington." This report presents the results of our field explora- tion, selective laboratory tests, and engineering analyses. In our opinion, the development is feasible from a geotechnical standpoint. The primary geotechnical considerations are related to foundation support, temporary slope construction, fill placement and compaction, and construction of the site retaining walls. Within the vicinity of the proposed building structure, loose to medium dense silty sand and silt fill underlain by medium dense to very dense sand and silty sand soils were encountered. In our opinion the proposed building should be supported on pile foundations. Bearing soils suitable for support of pile foundations were encountered at depths of approximately 25 to 45 feet below the proposed finish floor elevation of the building. Slab -on -grade construction can be considered for the lower parking level, provided the slab is supported on at least one foot of structural fill. In our opinion the proposed garage structure planned for the north end of the site can be supported on a combination of pile foundations and conventional footings. The pile foundations will be necessary throughout the easterly portions of the building footprint. The subgrade soils exposed along the cuts throughout the westerly portions of the building footprint should provide suitable support for conventional footings. Recommendations for pile foundations, conventional footings, site preparation, and other pertinent geotechnical recommendations are presented in this geotechnical study. 1805 136th Place N.E., Suite 201, Bellevue, WA 98005 Bellevue (425) 643 -3780 FAX (425) 746 -0860 Toll Free (888) 739-6670 Established 1975 of 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 Z w Jo 00 N o w= w LQ cn d , = W z � � 0 Z ~ 0 O N : o I- w w 2 —O ul z O N; F-_ O ~ Z General This report presents the results of the Geotechnical Engineering Study completed by Earth Consultants, Inc. (ECI) for the proposed INS Seattle District Office and associated site development to be located along Tukwila International Boulevard in Tukwila, Washington. The general location of the site is shown on the Vicinity Map, Plate 1. The purpose of this study was to explore the subsurface conditions at the site, and provide geotechnical recommendations for the proposed site development. Our services included subsurface exploration, laboratory testing, engineering analysis, and preparation of this report with geotechnical recommendations for the proposed site development. Project Description GEOTECHNICAL ENGINEERING STUDY PROPOSED INS SEATTLE DISTRICT OFFICE TUKWILA INTERNATIONAL BOULEVARD TUKWILA, WASHINGTON E- 2579 -44 INTRODUCTION A schematic representation of the overall site development, proposed building location, and our exploratory locations are approximately as shown on the Boring and Test Pit Location Plans (Plate 2 and Plate 3). The proposed building will consist of four levels of office space with three below grade parking levels. The approximate area of the building footprint is 135,000 square feet. The finish floor elevation of the lowest garage level will be approximately elevation 94 feet. The first floor office level will have a finish floor elevation of approximately elevation 124 feet. The building construction will be Type 1 (concrete). We estimate the column loads will be in the range of 800 to 1200 kips. Slab -on -grade loading will be relatively light, and will be on the order of 150 pounds per square foot (psf). The building excavation will require cuts on the order of twenty (20) to thirty -five (35) feet below the existing site grades. Due to the planned sixty -five (65) to seventy (70) foot offset of the building site from Tukwila International Boulevard, we anticipate there will be sufficient room to complete the building excavation using temporary slopes. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 Earth Consultants, Inc. E- 2579 -44 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. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 3 Surface 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. t wf 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 (Qvi) 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. I 'u GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 Groundwater 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. j 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 J along the foundation walls can also be considered. Permanent drainage around the building structures is discussed in the Permanent Retaining and Foundation Walls 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. E- 2579 -44 Page 5 z w r J U 00 coo � J w° w d = w H- z � 1- O z F- w • w 0 O — w w IL w z ▪ = o z GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 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 z of this report unless we are otherwise directed in writing. re w J U DISCUSSION AND RECOMMENDATIONS U co 0 0 cn w General � U- w 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 g report are incorporated into the final design. The primary geotechnical considerations for N a 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 w o 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 o N building (Elevation 94 feet). In our opinion, the building slab -on -grade can be supported a o'- minimum of one foot of structural fill. _ w In our opinion, the proposed garage structure located to the north of the office building w z can be supported on a combination of conventional footings and pile foundations. Due to o the sloping topography throughout the easterly portions of the garage structure footprint, p }- 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. or.. E- 2579 -44 Page 6 GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 In our opinion, the excavation for the proposed office building can be accomplished using an open cut with temporary slopes. The maximum excavation depth below existing site grades will be approximately 35 feet. The building site is setback approximately 65 to 70 feet from the west property line. Based on the planned excavation depths and building setback from the property line, it is our opinion construction of stable temporary slopes is feasible. Recommendations for temporary slope construction are presented in the Excavations and Slopes section of this report. The planned site development areas located primarily to the south and east of the proposed building structure will require structural fill placement and the construction of retaining walls. The walls will be up to approximately 25 feet in height, and will likely consist of cast -in -place (CIP) walls, and mechanically stabilized earth (MSE) and modular block walls. Successful placement of the fills will require that the fills be keyed -in to the existing slope surfaces. Fill placement and compaction requirements are discussed in the Site Preparation and General Earthwork section of this report. In our opinion, construction of the proposed water quality pond is feasible from a geotechnical standpoint. In our opinion, construction of the compacted berms and establishment of a soil pond liner should conform to the King County Surface Water Design Manual requirements. These requirements are provided in Chapters 5 and 6 of the 1998 Surface Water Design Manual. This report has been prepared for the exclusive use of Sabey Corporation and their representatives. The report was prepared for specific application to this project only and in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No other warranty, expressed or implied, is made. We recommend that this report, in its entirety, be included in the project contract documents for the information of the contractor. Earth Consultants, Inc. E- 2579 -44 Page 7 GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 Slope Stability Earth Consultants, Inc. E- 2579 -44 Page 8 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. 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 GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 E- 2579 -44 Page 9 The results of our slope stability analysis addressing global stability indicate the following minimum factors -of- safety: Stability Analysis 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, PM* GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 Site Preparation and General Earthwork The proposed development areas of the site should be stripped and cleared of surface vegetation and other deleterious materials. In our opinion, where the deeper fills to the south of the proposed office building structure are planned, stripping of topsoil will not be necessary, provided the fills are adequately keyed -in to the existing slope surface. Existing utility pipes that are abandoned should be plugged or removed. The temporary slope excavations for the building sites should be covered with plastic sheeting to protect them from erosion. Recommendations for temporary slope inclinations are presented in the Excavations and Slopes section of this report. The ground surface where structural fill or foundations are to be placed should be observed by a representative of ECI. Based on the planned excavation depths for the proposed office building, the existing loose to medium dense silty sand and silt fill soils will likely be encountered at the planned building pad elevation. Due to the relatively high fines content of the fill soils, moisture sensitivity of the soils will be moderate to high. Subgrade areas that are exposed to extended periods of precipitation will likely become unstable. If the subgrade becomes saturated and unstable, overexcavation of the unstable soil and replacement with structural fill or crushed rock may be necessary. At the location of proposed garage structure, native silty sand and silt will likely be encountered in the cuts. In the vicinity of Test Pit TP -103, existing fill soils will likely be encountered in the cuts. The native soils are also moisture sensitive, and will become unstable when exposed to excessive moisture. Earth Consultants, Inc. E- 2579 -44 Page 10 • , 2c is4x. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 Slope Fill Placement 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. Structural Fill 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 rl ..J 1 GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 12 Structural fill is defined as compacted fill placed under foundations, roadways, slabs, pavements, or other load- bearing areas. Structural fill placed under the footings for the garage structure, or other structures that will not be pile supported, should consist of crushed rock. Structural fill placed under slab -on -grade areas or non -load bearing areas should be placed in horizontal lifts not exceeding twelve (12) inches in loose thickness and compacted to a minimum of 90 percent of its laboratory maximum dry density. The maximum dry density should be determined in accordance with ASTM Test Designation D -1557 (Modified Proctor). The fill materials should be placed at or near the optimum moisture content. Fill under pavements and walks should also be placed in horizontal lifts and compacted to 90 percent of maximum density except for the top twelve (12) inches which should be compacted to 95 percent of maximum density. Foundations In our opinion, the proposed office building structure should be supported on piling or large diameter piers. The proposed garage structure can be supported on a combination of conventional foundations and piling. Specific foundation recommendations for each structure are described below. Office Building Structure For purposes of this report, we have considered augercast piles and large diameter pier foundations. The following tables provide allowable capacities for augercast piles and large diameter piers. Augercast Piles * Allowable Uplift Capacity Does Not Include Weight Of The Pile Earth Consultants, Inc. • • GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 The piles should be spaced with a center to center distance of at least three diameters. For short-term wind and dynamic loading, a one -third increase in the above allowable z capacities can be assumed. The augercast piles should be embedded at least ten feet cc 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 o o minimum embedment into the bearing strata. Based on the proposed finish floor w i elevation of approximately elevation 94 feet, we estimate the augercast piles will range N u _ between thirty (30) feet and fifty (50) feet in length. The installation of the augercast w piles should be observed by an ECI representative on a full -time basis. g u. The piles should be installed by a contractor with experience in the successful = d installation of augercast piles. The piles should be installed with continuous - flight I— _ 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 2 o extend the piles an additional ten feet beyond the anticipated pile depth, if necessary. o The installation should be sequenced such that piles are not drilled within ten feet of o F- uncured piles. = v u- I -- Each pile should be drilled and completely filled with grout in an uninterrupted tii z 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 z F- 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. E- 2579 -44 Page 13 Diameter (inches) Compression (tons) * Uplift (tons)** Lateral — Free Head (tons) 0.5" 1.0" 36 200 30 13 26 48 350 40 21 42 60 525 50 30 60 72 750 60 43 86 GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 Large Diameter Piers * Weight of pier has been subtracted from the calculated ultimate capacity * * Uplift Capacity Does Not Include Weight Of The Pier 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. The piers should be spaced with a center to center distance of at least three diameters. For short-term wind and dynamic loading, a one -third increase in the above allowable capacities can be assumed. The drilled pier foundations should be embedded at least fifteen (15) feet into the dense to very dense silty sand and sand bearing strata. We estimate the piers will be on the order of thirty -five (35) to fifty -five (55) feet in length, based on a finish floor elevation of approximately 94 feet. Due to the likelihood that loose soils will be encountered throughout the upper regions of the drilled pier excavations, casing of the excavations should be anticipated. The piers should be installed by a contractor with proven experience and success in the construction of large diameter pier foundations. In our opinion, at least two piers should be load tested to 200 percent of the design compression load. The standard procedure for static load testing is detailed in ASTM D 1143. The purpose of the load testing is to confirm that the design allowable load has a factor -of- safety of at least 2.0, and that settlements are within tolerable limits. Alternatives to the static load testing procedure outlined in ASTM D 1143 are available, and can be explored further once a piling or pier system has been selected. These alternatives include dynamic testing of the pile or pier, and eliminates the need for large reaction piles and load frames. ECI can prepare recommendations and guidelines for a load testing program once a pile or pier system has been selected. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 Garage Structure 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 GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 16 Lateral loads can be resisted by friction between the base and sides of the foundations and grade beams, and by passive soil pressure acting on the face of the buried portion of the foundations and grade beams. Resistance to lateral loads 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 loads, or any other loadings. If surcharges are to apply, they should be added to the above design lateral pressures. For passenger vehicle traffic surcharge loading, a uniform pressure of seventy (70) psf applied in a rectangular distribution should be applied to the walls, where applicable. ECI should assess surcharge loading from heavy truck traffic, if applicable. For earthquake loading, the lateral thrust can be approximated by a rectangular pressure distribution equal to six times the wall height (6H) in units of psf. Earth Consultants, Inc. _.','��..` "r.' ...,• ;• ,'isi::ir:ni ; }i;•',:::tt; ^';`1Ti;' i2rt '1:4 %:,,;`v"i�t�'<ei1'.9r:►i;4+ OAP Cb� "-4 ■■• GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 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. Seismic Design Considerations The Puget Sound region is classified as Zone 3 by the Uniform Building Code (UBC). The largest earthquakes in the Puget Sound region have been subcrustal (intraplate) events, ranging in depth from fifty (50) to seventy (70) kilometers. Such deep events have exhibited no surface faulting. Weaver and Shedlock (1989) researched the probable or known source areas for the crustal, intraplate, and subduction zone earthquakes in the Washington and Oregon area. Crustal and intraplate earthquakes are the only events in Washington and Oregon in which there is a historical record. Shallow crustal earthquakes occur within the North American Plate, and typically do not exceed focal depths of approximately 20 kilometers. Intraplate earthquakes occur in the subducting Juan de Fuca plate, and typically occur below depths of forty (40) kilometers. The recent February 28, 2001 earthquake that was focused just north of Olympia, Washington was an intraplate earthquake, and had a magnitude of Mt. = 6.8. The subduction zone earthquake, in which there is no historical record in the Washington and Oregon area, would have its source along the interface between the North American Plate and the subducting Juan de Fuca Plate. Magnitude 8 + earthquakes are thought to be possible along this interface, and would occur at depths of approximately 50 to 60 kilometers (Weaver and Shedlock, 1989). Earth Consultants, Inc. fi�xczs� GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 18 The UBC Earthquake regulations have established a series of soil profile types that are used as a basis for seismic design of structures. Based on the encountered soil conditions, it is our opinion that soil type So from Table 16 -J of the 1997 UBC should be used for design. Liquefaction is a phenomenon in which soils lose all shear strength for short periods of time during an earthquake. The effects of liquefaction may be large total and /or differential settlement for structures with foundations founded in the liquefying soils. Groundshaking of sufficient duration results in the loss of grain -to -grain contact and rapid increase in pore water pressure, causing the soil to behave as a fluid for short periods of time. To have potential for liquefaction, a soil must be cohesionless with a grain size distribution of a specified range (generally sands and silt); it must be loose to medium - dense; it must be below the groundwater table; and it must be subject to sufficient magnitude and duration of groundshaking. Based on the soil and groundwater conditions observed at the site, it is our opinion that the site has a low susceptibility to liquefaction. The generally medium dense to very dense condition of the underlying native soil is the primary basis for this conclusion. In our opinion, the existing silty sand and silt fill soils also have a low susceptibility to liquefaction. Slab -on -Grade Floors Construction of a slab -on -grade floor is planned for the proposed office building structure. We understand that either a slab -on -grade or structural slab will be utilized for the garage structure. Based on the proposed finish floor elevation of approximately 94 feet, the existing silty sand and silt fill soils will likely be exposed at the subgrade elevation throughout the majority of the office building site. In our opinion, the slab -on -grade floor should be supported on at least one foot of granular structural fill. Loose or unstable subgrade soils should be stabilized prior to placing the structural fill. Overexcavation and the use of a geotextile and crushed rock can be considered for stabilizing the subgrade soils, if necessary. A four -inch capillary break consisting of a free draining poorly graded sand or gravel with less than 4 percent fines (percent passing the No. 200 sieve, based on the minus 3/4 -inch fraction) should be placed below the slab. In areas where slab moisture is undesirable, a vapor barrier such as a 6 -mil plastic membrane can be placed over the capillary break material. If desired, two inches of damp sand can be placed over the plastic membrane to help protect the membrane and to aid in curing of the slab. Earth Consultants, Inc. O.% NM The presence of groundwater seepage should be expected in the proposed office building 0 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. ..J i GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 19 Site Drainage 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 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. '4.! - 4 .F = %::3 :;f 1l. J: vv GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 Modular Block Walls E- 2579 -44 Page 20 A series of mechanically stabilized earth (MSE) modular block walls will be used to 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 order of ten (10) to twenty -six (26) feet at some locations. A design for the modular block walls and reinforced backfill should be completed. For purposes of designing the reinforced backfill, the following soil parameters can be considered: • 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 The following information is provided solely as a service to our client. Under no circumstances should this information be interpreted to mean that ECI is assuming responsibility for construction site safety or the contractor's activities; such responsibility is not being implied and should not be inferred. 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. ti. P 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. Supplementary recommendations can then be developed, if needed, to improve stability, including flattening of slopes or installation of surface or subsurface drains. In any case, water should not be allowed to flow uncontrolled over the top of slopes. Permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve stability of the surf icial layer of soil. Rockeries If rockeries are planned at the site, the construction should be in accordance with the Associated Rockery Contractors (ARC) Guidelines. Rockeries are erosion control features, and are not intended to function as retaining structures. ECI should observe excavations made for rockeries, and periodically observe the rockery construction. In areas where rockeries are placed in front of fills, the use of geogrid reinforcement within the fills may be necessary. ECI can provide recommendations for reinforced earth fills, if necessary. 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 (12) inches above the crown of the pipe before heavy compaction equipment is brought into use. The remainder of the backfill should be placed in lifts having a loose thickness of less than twelve (12) inches. A typical trench backfill section and compaction requirements for load supporting and non -load supporting areas is presented on Plate 17. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 Pavement Areas The following pavement section for lightly - loaded areas can be considered: • Two inches of AC over three inches of asphalt treated base (ATB) material. Earth Consultants, Inc. E- 2579 -44 Page 22 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. • Two inches of asphalt concrete (AC) over four inches of crushed rock base (CRB) material, or Heavier truck - traffic areas will require thicker sections depending upon site usage, pavement life and site traffic. As a general rule, the following sections can be considered for truck - trafficked areas: • Three inches of AC over six inches of CRB, or • Three inches of AC over four and one -half inches of ATB. These pavement thicknesses may be modified based on anticipated traffic loads and frequency. Asphalt concrete (AC), asphalt treated base (ATB), and crushed rock base (CRB) materials should conform to WSDOT specifications. All rock base should be compacted to at least 95 percent of the ASTM D -1557 laboratory test standard. .mw.,�yKklkFikjW.K.+�.1 • • 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. i ,, Earth Consultants, Inc. I Geotechnical Engineering. Geology, Environmental Sciences -, Construction Testing& ICBO / WABO Inspection Services -I) TO W Vicinity Map INS Building Tukwila, Washington Drwn. GLS Date Dec. 2002 Proj. No. 2579 -44 Checked MGM Date 12/30/02 Plate 1 n>i uw At S 126T 1 H' STI PAOA 1 I LAKE . REBA X J s� isorH ST C •.:.;.:. LOR4 LAKE it v 5 140TH ST Ins z :n H 5 01H "2l — . S A. I'<g152ND ,v 1G , I I� v) FS N ' -J M � � S Q 'I Q, • PQ I 1129THQ ST 130TH ST h N Q 'a S 130911 PL IS 131ST t rrl a 5_134t ,..033 - T S 1 2D STE — n E 1200 Y, = 134111 5T sj • 140f Pt ; NORTH SATELLITE TERHINAL' 1OW AMU fir MUM (MR(V ' . unrrlrAansss. ' H ■1 Tj r ;srl i � #r COY 1R1 itn x119_ . __..; ST. _ S 124TH •• ST i 4,1 r, 1 , 1,7 V1; H 1 i II= FS 128TH •' ST `^' ~; is. 1 p Reference: Puget Sound Area King County / Map 655 By Thomas Brothers Maps Dated 2003 11..1,1. • r\ 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 ...174111.... .'s I tnI v), ti • S j126 ST a, 1 =1 Q K Z. N 128T N • VI " .v SEA1'LE.,� TACOMA \'" VIERNATIONAL AIRPORT S 161ST ST l 'v 5 175TH ` STI 111;;1 SF HIGHLINE Y� COMIONITY © HOSP y A mI Q���Mlls.1ST _ -4 _11;11..., •140/ S7 I • 7r i s to ST ! .43I 3403 1 ° i5 13679 � , I sr M } s 137TH '' tai ST _ • RIVERTON � ;Item N . CREST. ; 1I s ' jln CEH _I4OT3 _ - ; r�I /35i tT 7 ; S 1615 162N .4 Vl 24TH ST '71 , y 1 ? St4 r S 126TH ST \ .' 5 - 8711 • s i - 1.._. ST 5 741 130TH m y S z1 aj ;qsx111R 4000 146TH I- ��_149 rxar / r 'A A 4 I y ` RILL 1� S fir S i ST J4111 f °- •'r 154TH 1 ' Ir...�r.1>..� .r �' re � a' ,. 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 Pro'. No. 2579 -44 Checked RAC Date 2/18/03 Plate 12 4.4 rw, • Existing Grade 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 geotechnical fabric will help maintain the seed and mulch In place until the root system has an opportunity to germinate. y u 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 Approximate original grade. Existing Grade SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Free draining, organic free, granular material with a maximum size of 3 inches, containing no more than 5 percent fines (silt and clay size particles passing the No. 200 mesh sieve) or other material approved by Geotechnical Engineer. Key Way Fill is same as Structural Fill described above. Key Way should minimum 2 feet deep and 6 feet wide, extending the full length of the slope face. Earth Consultants, Inc. Geotechnical Engineers, Geologists & Environmental Scientists Construction Testing& ICBO / WABO Inspection Services SLOPE FILL PLACEMENT INS Building Tukwila, Washington hd i14 0 ' .�: •� 1 Drwn. GLS Date Feb. 2003 ProJ. No. 2579 -44 Checked RAC Date 2/18/03 Plate 13 tie / / / // / // / / / / / / // //. /// /// • 1 / 4 1 4 4 1 1 4 Floor Diaphram III — III — III — III -- III —I I I— III�III III —III III III SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING I I I_I I IEI I I— I ICI l i_I I I_ III III H/4 0 E . N = cti W o, Tti C = 11 E a. O. NOTE: For Dynamic Thrust - Use Rectangular Distribution Equal to 6H. • • • • • • • • C 0 "S .rr N C as ro ca P. mti Q CE ~ o ff a a Earth Consultants, Inc. Geolechnical Engineers, Geologists & Environmental Scientists EARTH PRESSURE - FOUNDATION WALLS INS Building Tukwila, Washington Drum. GLS Date Feb. 2003 Prod. No. 2579 -44 Checked RAC Date 2/18/03 Plate 14 cu4 U i 4 1 omt O 0 0 r 000 0 ; Op o00 ° O 0 0 0 o O�Oe 00 0 Ql ° 0 p ° 0 ° 0 , 0 0 000° 0 0 ° O °0 O 00 ° 00 0 O 0 0 1 00000 °00 0° o0 0 0000;:o 0 00 ° ' Oo 0 0 D0 o0 p 00 0 O 00 0 000013 ° 0000000 o O° O 0 o0Oo Oo �p O °. °°° 00 C 0000 °00 o 0 0 0 °Q0 00 0 0 0 0 != 0 . ° . o 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. p H op°o ° a ° 0 o ° ro �. !. °,,.. vvo 0v 0 0 0 0 0000 G0 ,0 0 ° 0 °0 0 0 n o n 00„0, LEGEND III= III III III III Excavated Slope Perforated Pipe Wrapped with Filter Fabric Surface Seal; Native Soil or other low permeability Material 18 inches minimum of Free Draining Backfill Structural Fill Backfill 90 percent relative compaction 1 inch Drain Rock SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Earth Consultants, Inc. Geotechnicat Engineers, Geologists & Environmental Scientists Construction Testing & ICB0 / WABO Inspection Services FOUNDATION WALL DRAINAGE AND BACKFILL INS Building Tukwila, Washington Drwn. GLS Date Feb. 2003 ProJ. No. 2579 -44 Checked RAC Date 2/18/03 Plate 15 Min 2" Dia. Weep Hole WEEP HOLE DETAIL STANDARD NOTES Free Draining Backfill / , 6°o p o° 00 oc o 12 inches 0 °p ,p . 0 0 0 0 0 0 ° 0 C C o00o ,o° ° ° ` 1" Rock Drain � ° 0 0 0 0° 0 0 C III= III =III 1foot min. 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. 3) Where weep holes are utilized, surround each weep hole with 3 cubic feet of 1 inch drain rock. Maximum horizontal spacing of weep holes should be 6 feet. 4) Drain pipe; perforated or slotted rigid PVC pipe laid with perforations or slots facing down; tight jointed; with a positive gradient. Do not use flexible corrugated plastic pipe. Drain line should be bedded on and surround with free draining 1 inch drain rock. The drain rock may be encapsulated with a geotechnical drainage fabric at the engineers discretion. 18 inches min. i ° O o 000 0 ~� ° 0 0 o0 O ° 0 00 0 004;)° O 0 e�0 000 • .•o� 0 0 0 0 0 0 0 °0 0 ° 0 � ; 0 p 0 o 00 o � 0 °cb0 0 0 0 0p 0o ... 0 0 °00°o0 0 r.•i, 0 O D 0 0 ° 0 0 40 �.• �. (:) 00 ,o ° 0 0 0 0°0 ° 0°C)0 . .I 000 ° o °O 8 0 o ° p 0 :' 0 / 00 ° ° ° 0 0 0000 ° 00 0 0 00 0 °°po 00 0 ° Ake 1 foot min. Compacted Subgrade 0 0000 i p ° 0 0 0 V v Y 0 0 ° 0 0 p0 )00 °0 °0 0 0 „o 00 On III— III Excavated Slope Perforated Pipe Wrapped with Filter Fabric SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Earth Consultants, Inc. Geotechnlcal Engineers, Geobgisls & Environmental Scientists Construction Testing & ICBO / 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 t.i t . I ',t p -N •• w 6 inch min. 0 0 0 0o 0 C 0 ° ° O ° c 0 n c Q �., 0 .. 0 y 0 0° ° O ° O ° o 0 ° o 0 o 0 0 0 0 ° 0 00z,00 o 0 ° ° ° 0 ° ° o ° 0 0 V 000 00 ocyo 000 ° 00 0 % 000 ° °pO 0 C) O ° °o o 0 ° 0 o O 0 0 O 0 , 000 0 °o ° o0 ° 0 0 0 ° 00 O °O 0 ° o O 0 o 0 °o o0,000 • 00%0 0: 0 0 c000 0o0 0 O 0000 0° 00 0 O0 O 0 0 ° o o0 0 °0 0 0 0 0 0 0 0 000 8000(0°00 c 000 ° °o 0 0 0 00 ° o °0 :o 0 00 O0 0 ° 0 0 0 000000000 c 00 0 00 0 . °00 00 o 00 0 0 90 ° 000 00 • O 0 0 0 O 0 ° 0 00 0 0 °0° 00 0 0 0 000 ° 0 0 ° o o0 O 00 0 0 0 0 0 • ao o° O o ° ° oo o° 0 0 00 ° o°i 0 ° 00• ° 4 inch min. Diameter Perforated Pipe Wrapped in Drainage Fabric 2 inch min. / 4 inch max. LEGEND Surface seal; native soil or other low permeability material. 1" Drain Rock Slope To Drain • Drain pipe; perforated or slotted rigid 0 PVC pipe laid with perforations or slots facing down; tight Jointed; with a positive gradient. Do not use flexible corrugated plastic pipe. Do not tie building downspout drains into footing lines. Wrap with Mirafi 140 Filter Fabric or equivalent. 12 inch min. J T SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING 18 inch min. 2 inch min. Earth Consultants, Inc. Geotechnlcal Engineers. Geologists & Environmental Scientists Construction Testing & ICBO / WABO Inspection Services TYPICAL FOOTING SUBDRAIN DETAIL INS Building Tukwila, Washington ::.: 1. L11. a�{. wJi4+ +.5.::.4tWx'�:u..'.[..L {.d!dWriw ' �F✓ ,:: �..,;} y.}: dgr�uaz'+. ulx�inWr:iX3urlbN/w+H+nhi.IS�.� Drwn. GLS Date Feb. 2003 ProJ. No. 2579 -44 Checked RAC Date 2/19/03 Plate 17 (Ai t ; 1 144 o o 0 O 0 0 0 LEGEND Backfill Bedding Asphalt or Concrete Pavement or Concrete Floor Slab Base Rock or Capillary Break, as Appropriate Non -Load Supporting Floor Slab or Areas Roadway Areas V Backfill; Compacted On -Site Soil or Suitable Imported Fill Material Minimum Percentage of Maximum Laboratory Dry Density as determined 90 by ASTM Test Method D 1557 -91 (Modified Proctor), unless otherwise specified in the attached report text. Bedding Material; material type depends on type of pipe and laying conditions. Bedding should conform to the manufacturers recommendations for the type of pipe selected. • Varies V • 1 foot min. V • Varies Varies SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Earth Consultants, Inc. Geotechnical Engineers, Geologists & Environmental Scientists Construction Testing & ICBO / WABO Inspection Services TYPICAL UTILITY TRENCH FILL INS Building Tukwila, Washington Z i -VV4 P ,.."; la; � h � .�... w.:Ti �. w Hsu• LL.1 ELL1 CLI L 1:1 • • LI] L13 . Z:3 Z:11 • 7- 3 ZIJ NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS IT IS DUE TO THE QUALITY OF THE DOCUMENT. _ > - Z CrI "C > OWN , ., 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 logs represent our interpretations of the field logs and the results of the laboratory tests of field samples. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. Earth Consultants, Inc. MAJOR DIVISIONS GRAPH SYMBOL LETTER SYMBOL • TYPICAL DESCRIPTION Coarse Grained Soils More Than 50% Material Larger Than No. 200 Sieve Size Gravel And Gravelly Soils More Than 0 °k Coarse Fraction Retained On No. 4 Sieve Clean Gravels (little or no fines) C d; , 0 ° 0 4 GW gW Well- Graded Gravels, Gravel -Sand Mixtures, Little Or No Fines si iii 411 4 • • 1 1 1 • Gp gp Poorly - Graded Gravels, Gravel - Sand Mixtures, Little Or No Fines Gravels With Fines ( appreciable amount of fines I 1 I f � • G M gm Silty Gravels, Gravel - Sand - Silt Mixtures ' e 1� 1� ill GC gc Clayey Gravels, Gravel - Sand - Clay Mixtures Sand And Sandy Soils More Than 50°6 Coarse Fraction Passing No.4 Sieve Clean Sand ( little or no fines ) ' o , O o O G o 0 0 C SW SW Well- Graded Sands, Gravelly Sands, Little Or No Fines d ► ::.a. y;; ?..,•:;;; ;;y; �b '•:< a: :;: ?: ?:!'^ '• >: { T SP Sp Poorly- Graded Sands, Gravelly Sands, Little Or No Fines Sands With Fines (appreciable amount of fines ) j i SM Sn1 Silty Sands, Sand - Silt Mixtures v :.; %:: >':: : ?'::: ` S SC Clayey Sands, Sand - Clay Mixtures Fine More Than 50% Material Smaller Than No. 200 Sieve Size Luid Lit E s Less Than 50 ML ml Inorganic Silts & Very Fine Sands, Rock FIo1.r,Silty- Clayey Fine Sands; Clayey Silts w/ Slight Plasticity / CL CI Inorganic Clays Of Low To Medium Plasticitaned Gravelly Clays, Sandy Clays, Silty Clays, Lean I I II I I ( Ill! I O Organic Silts And Organic Silty Clays Of Low Plasticity Silts Liquid Limit A Clays Greater Than 50 • MH mh Inorganic Silts, Micaceous Or Diatomaceous Fire. Sand Or Silty Soils CH Ch Inorganic Clays Of High Plasticity, Fat Clays. ��� OH Oh Organic Clays Of Medium To High Plasticity, Organic Silts Highly Organic Soils L' I .1 . • 1 pT pt Peat, Humus, Swamp Soils With High Organic Contents Topsoil ' 4, .1/ y �' Humus And Duff Layer v • Fill •• •�•������ Highly Variable Constituents C qu W P pcf LL PI The discussion in the text of this report is necessary for a proper understanding of the nature of the material presented In the attached logs. TORVANE READING, tsf PENETROMETER READING, tsf MOISTURE, % dry weight SAMPLER PUSHED SAMPLE NOT RECOVERED DRY DENSITY, lbs. per cubic ft. LIQUID LIMIT, % PLASTIC INDEX DUAL SYMBOLS are used to Indicate borderline soil classification. I 2" O.D. SPLIT SPOON SAMPLER 24" I.D. RING OR SHELBY TUBE SAMPLER i WATER OBSERVATION WELL 2 DEPTH OF ENCOUNTERED GROUNDWATER DURING EXCAVATION I SUBSEQUENT GROUNDWATER LEVEL W/ DATE Earth Consultants Inc. (Kwlrxludi:ul linginccrs, (kx )logisls & Nwlrcuuluauul SCICIII 51s LEGEND Plate Al Proj. No.2579 - 44 Date Jan.2003 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.: B -201 Drilling Contactor: Gregory Drilling 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 olydeJD Depth Ft. Sample IogwAs s3sn Surface Conditions: • 13 10 6 • � ������ • • • ♦��! •�i�i�i •�i�i�i ►������ • ►������� •���i • •i�i�i •�i�i�i • • • ►����•�� �� • ► ��♦ • • • • o • • • • o • • • • • o *��! • •�i �i�i ��4 • • • •• ����• • • ► •∎ • V • ► • • • • • , • � � � ► i�i�i • • • • ♦ •! io 12 13 14 15 17 SM Brown silty SAND with gravel, loose to medium dense, moist to wet (Fill) -trace cobbles - becomes medium dense, moist - becomes greenish gray, medium dense - contains asphalt debris, small ML Dark brown sandy SILT, loose to medium dense, moist (Fill) - contains wood debris SM Dark brown to black silty SAND, loose, moist to wet (Fill) -trace brick debris 'Jos `11. 441■ 4111;;(kIviii9 � E ltts Gtt mimic Fngtnrras, Isis ' n k nvlrtH�u Sclntl F nraI Ic r ts . 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 rR. d 2 Boring Log Subsurface conditions depicted represent our observations at the time and location of this egloratory hole modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrmofinn nrma fort nn *tie bvs i7� Project Name: INS Building Sheet of 2 4 Job No. 2579 -44 Logged by: MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: B -201 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±120' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W ( %) gNows Ft. U n E 6 cn Depth Ft. Sample USCS Symbol 1 3 3 15 17 71 *-* H_ ii •• •• •. ♦♦ • % N� ♦♦ • . 4 ML Blue gray sandy SILT with gravel, medium dense, moist (Fill) 21 SM Brown silty fine SAND, medium dense, moist (Fill) -trace small gravel 22 — 23 — 24 -- 25 SM Brown silty fine SAND, medium dense, moist - contains poorly graded sand with silt 26 27 28 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 29 30 31 32 33 34 35 36 74 37 38 39 s z a fil ar. 44l■ ,� ' P i " \ fy \ Earth Consultants Inc. G (X ctullcal FngInermi, GcxikvtlM6kFn ItmtIrntalSdWittlg.; Boring Log INS Buildin Tukwila, Washington Proj. No. 2579 -44 I Dwn. GLS 1 Date Jan. 2003 Checked MGM I Date 1/21/03 I Plate A3 .�w Boring Log Subsurface conditions depicted represent our observations at the time and location of this egloratory hole, m by eng tes ana and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfr rmafinn runaganfori nn Olio Inn Project me: INS Building Sheet of 3 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: ±12( Hole Completion: ❑ Monitoring Well ❑ Piezometer LI Abandoned, sealed with bentonite General Notes W ( %) No. Blows Graphic Symbol Depth Ft. Sample USCS Symbol 40 33 35 38 �-- 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 SM Brown silty SAND with gravel, dense, moist - contains interbeds of poorly graded sand - decrease in gravel SP -SM Grades to brown poorly graded SAND with silt, dense, moist 'IA". J �i����( M. - ■ � Earth Consultants Inc . GxtlrcluuIca! sIsts & Fnvlrtxiunenntl Sd ilsts Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 I ()yin. GLS I Date Jan. 2003 Checked MGM I Date 1/21/03 I Plate A4 Boring Log S ubsurface 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 nfnnnoilnn niocnntnei nn fhle Inn 'Cr 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 ® Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. Graphic Symbol Depth Ft. Sample logwAs sosn 7 S u L 43 , o 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. 7 i do' qi 3, J. 44 ` � `` Earth Consultants Inc. f i F� � Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 I csivn. GLS l Date Jan. 2003 Checked MGM I Date 1/21/03 I Plate A5 ..w 4 Boring Log t our observations at the time and location of this exploratory hole, modified by engineering tests, analysts an 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 nfnrrno / inn nnaeonforr nn lhto Inn Subsurface conditions depicted r Z _1 • tu 0 N 0 to Ill Lu N u- w = I— W Z ZO 0 0 0 - 0 W H0 LL .•z w U= O~ z 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 l Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: 41 24 ������ ► . • o . ► �•� � ����, ■ • •• ■ i�ii ■ �i��i ■ �•��. ■ � o � , 4 ■ •• • • • • ►�����. ■ ♦��- o • . • ► . i�i�i� o �i�i�i o . �i�i� jj � . ■ ■ � • • ►• �� • ►������ . • • ■ •••• SM Brown silty SAND with gravel, medium dense, moist (Fill) - becomes black - becomes gray, becomes dense -asphalt debris 3 — 6 $ 11 12 13 SM Dark brown silty SAND with organics, loose to medium dense, moist (Fill) - contains abundant wood - contains gravel — 14 15 16 17 18 19 SM Brown silty SAND with gravel, medium dense, moist - interbeds of poorly graded sand do' ���, A , CC O et Pngtn r: Cc c 4o F .z� al!. qi,),(k,„#4;110 E onsultants In FnvlrcHiii tt�l sd n�L Si. r Boring Log Building Tukwila, Washington Proj. No. 2579 -44 Dwn. GLS I Date Jan. 2003 Checked MGM I Date 1/21/03 Plate A6 4+01 •eH ; Boring Log Subsurface conditions depicted represent our observations at the time and location of this eloratory hole, modified by engineering tests, analysis and j udgment. They are not necessanly representat a of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nfrwrmolinn nroconloii nn 1hic Lvr 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: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W % No. Bws Ft. t - c E 0to .. o. d u. E 0 33 H >N 2 n. 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 eAsting grade. No groundwater encountered during drilling. Boring backfilled with bentonite and cuttings. ,,, ►. $1 ,,/1). k ,i qi 1 4 i 1 8 m0 10f mil Earth Consultants Inc. cooled ink- al EllPle ill'' C`: 0408ttit S & FnvlromilenrtlSClrntlms 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 A7 (3� Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, m 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 nMnnnolfnn nroconlorl nn fhlc Iry z Z F IH W lY 2 0 C o CO tiJ J (/) u_ wO u. = a w z � I— O w ~ w U � o1- W — O Z U= 0 E- z Project Name: INS Building Sheet of 1 3 Job No. 2579 -44 Logged by: MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: B -203 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±98' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1 Abandoned, sealed with bentonite General Notes W (%) N Blows F Ft. . Graphic 1 Symbol Depth Ft. Sample logwss sosn Surface Conditions: 6 � • • �•�i •1E4 •���• o • • ���•• • o 4 • • • o iii ■ ••• 1 A ■ ����� ■ . • ►i • • 1 2 6 7 9 1C 11 12 13 14 SM Brown silty SAND, loose, moist to wet (Fill) — — ML Blue gray SILT with sand, loose, wet (Fill) - contains organic wood debris - mottled — — • % %% • 0. • • ■� � � � • A • ��4 ����� •�•� �4 ■ r. . • �� • EE • ML Blue gray SILT, very loose to loose, moist to wet (Fill) -trace slag debris — — — 15 16 ML Dark gray sandy SILT, loose, wet (Fill) -4" thick layer of slag 17 18 Ib • 4lh■ (41 ( ; ` ` r' �� ; 6 III \ Earth Consultants Inc ,nlculFns1n G oiosIsts& hvtmn,ixental tlsts Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 I Dwn. GLS 1 Date Jan. 2003 Checked MGM I Date 1/21/03 I Plate A8 �Mo a 2 Boring Log S ubsurface conditions depict ed represent our observations at the time and location of this eiploratory 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 nfnrmoHnn nr000nferi nn this Inn Project Name: INS Building Sheet of 2 3 Job No. 2579-44 Logged by: MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: 6-203 Drilling Contactor Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±98 Hole Completion: El Monitoring Well D Piezomete 4 Abandoned, sealed vAth bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample logw /s sosn 1 i 5 12 10 31 .., • •• • .4 • •-• • * ". • •-• • •-• • ...•--• • • 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' 0 , v . . , •4 ' .---- ; dob- 1 pl- 4111)■ h orn ( $11 / ( kw \kw Earth Consultants Grx•IrcillIklii FJ18111tIttfli, Gr0108ttitS & Fliviromilental Scir.iitists Inc. . oring Log INS Building Tukwila, Washington Proj. No. 2579-44 Dwn. GLS I Date Jan. 2003 Checked MGM 1 Date 1/21/03 1 Plate A9 OM% 4 4 I 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 infrwrnofirw% nroconfori Shia Inn V.4044 ';444.44 '44.44froui.F.444 , 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: 0 Monitoring Well Eli Piezometer rA4 Abandoned, sealed with bentonite General Ni W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol 40 58 54 r- o ° °� °a ° : °� °ap °., °a °: °� � . 61 0 0 0 0 SP-SM Brown poorly graded SAND with silt, dense, moist -becomes very dense -3" interbed of silt -2" silt interbed 41 42 43 44 45 46 47 48 49 50 51 Boring terminated at 51.5 feet below existing grade. Perched groundwater seepage encountered at 25.0 & 35.5 feet during drilling. Boring backfilled with bentonite and cuttings. nos 44h. ( 164 qh k111/ (lor iio \wil Earth Consultants Inc. 0034 ed MICUI El i ginerAS, Crtt040041; & DIVirOniMital tide:110SM Boring Log INS Building Tukwila, Washington Proj. No. 2579-44 Dwn. GLS 1 Date Jan. 2003 Checked MGM 1 Date 1/21/03 I Plate A10 Boring Log Subsurface conditions depicted represent our observations at the time and location of this oploratory hole, modified by engineering tes s, 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 Infewmolietn nrocanfori ,in t hie 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 USCS Symbol Surface Conditions: s • ■ •• • ■ 4 S SM B Brown silty SAND with gravel, loose to medium dense, moist (Fill) 2 — — 8 — — — • — • ML B Blue gray sandy SILT, loose, moist (Fill) - WPC Boring Log Subsurface conditions depicted represent esent our observations at the time and location of this egioratory 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 ,nfnem*fiM IKrCnfQ/f ,N1 fhik IM Atl4�pyXJt «;F�. 1Y A.. •Nrpv»9 Project Name: INS Building Sheet of 2 3 Job No. 2579 -44 Logged by: MGM Start Date: 1/15/03 Completion Date: 1 /15/03 Boring No.: B -204 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±88' Hole Completion: ❑ Monitoring Well ❑ Piezometer i7 Abandoned, sealed with bentonite General Notes W (%) No. Blows Graphic Symbol aidwes 3d L dap IogwAs sosn q 9 . 3 L 7 8 21 26 •���• ►ii i ■ •i�• ► • ■ • • ■ •��••• ■ %i ►4" • kg& ► i�i i� •••• � ����� 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 ■ ,����• • o. ►•� • • • .• 27 28 — — 29 30 SM Brown silty fine SAND, medium dense, moist to wet ' i : 31 32 33 34 35 36 37 38 39 SP -SM Brown poorly graded SAND with silt, medium dense, moist 1 ,,P ,A. ,,ail. ' 011'1, 1, iiv!i1 ! Earth Inc. Gioftth,Iral a hxtyn 1SIS &Fnvlm1111w:nrrllticftiOU& Boring Log INS Building Tukwila, Washington i Proj. No. 2579 -44 I Dwn. GLS I Date Jan. 2003 Checked MGM I Date 1/21/03 I Plate Al2 a Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, ana an j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nfrwryno/ inn nr000nlorl nn lhio Iry 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 Piezometer Ki Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol 1 i i 5 , 31 31 , . , , 1 SP-SM Brown poorly graded SAND with silt, dense, moist -becomes water bearing 41 42 43 44 45 46 Boring terminated at 46.5 feet below existing grade. Groundwater seepage encountered at 45.0 feet during drilling. Boring backfilled with bentonite and cuttings. I ' I ' [ 0. 4 1 i i q , bv !V Earth Consultants Inc. du v Gt104ed1111Cd11 Gtt04081tit; h FlIVIT4111X111111SCitiltIbtli Boring Log INS Building Tukwila, Washington Proj. No. 2579-44 I Dwn. GLS I Date Jan. 2003 Checked MGM I Date 1/21/03 1 Plate A13 ; 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 Inf moat:info/4 "n Shia 11111 Project Name: INS Building Sheet of 1 4 Job No. 2579 -44 Logged by: MGM Start Date: 1/28/03 Completion Date: 1/28/03 Boring No.: B -205 Drilling Contactor: Gregory Drillinng Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±98' Hole Completion: ❑ Monitoring Well ❑ Piezometer LI Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: r o • • . �� • • • ���� • ►���• 1II, •.! • ► • • ! ♦ ♦! ►������ . o �i�i * i ► 4 • �� o . ►iii! • • • .4 ►���• ! $ j�47 • N ! ������! ►������ . • $. 4 • • ���� GM Gray silty GRAVEL with sand, dense, moist (Fill) SM Blue gray silty SAND with gravel, loose to medium dense, moist (Fill) - becomes dark gray -trace wood & brick debris - increase in wood debris 5 9 10 11 12 13 14 15 16 17 18 19 — — — — — — -- — — -- ' i y`.ii qt \ Id, \ ) Earth Consultants Inc. . , i iikal tinginerK G Ologltir.;& DivIro mknral SCitinlMS 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 A14 rilS Boring Log esent our observations at the time and location of this egloratory 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 nfnernofinn rviocontor1 nn Shia Inn Subsurface conditions depicted r %Jagi.1.at: z ~ W 6 J U 00 WI CO u` W O J u^ u) 3 = W Z t— I— O Z • W 0 O N O I— W W • 0 u. O w z — I O z Project Name: INS Building Sheet of 2 4 Job No. 257944 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 �7 Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. Graphic Symbol aldwes 'Id 4idaa laiw /s s3sn a 1 i 1 8 38 17 34 •��� I •I 1 • ∎• • ■ iii ►4.♦ IEI ML Blue gray sandy SILT with gravel, loose, moist (Fill) -trace wood debris 21 22 — 23 — 24 - 25 ••• r • ���� ∎• • i�� ■ • ■ • • is : • ■�� •,*��• ML Dark gray to black SILT with sand, dense, moist to wet (Fill) -trace slag and glass debris - difficult drilling due to large debris in fill -metal and brick debris in cuttings 26 27 28 2s — — — 3o 31 32 33 34 35 36 37 38 39 SM Brown silty SAND with gravel, medium dense, moist r SM Brown silty fine SAND, dense, moist - contains pockets of poorly graded sand — ' /, " ". p». 44►p ���li J � I r 1/ ?�I� Earth Consultants Inc. Grarci * eal Engln rmi. G -olOgstskfnvltnmlenraIScfrimsts Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 Dwn. GLS I Date Feb. 2003 Checked MGM 1 Date 2/5/03 Plate A15 Boring Log Subsurface conditions depicted represent our observations at the time and location of this a ploratory 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 nfnnindinn nroccnfdf nn 'Met Inn rwreergftegeigg Project me: INS Building Sheet of 3 4 Job Nc 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 1 Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample IoqW /S sosn 1 42 41 57 72 ' , ��. �:: a:: '� . � C .' . D..'.'':r:: ::;D: :•:: ::.:�': :.� .:�... a.� �.. a.::�.�:; i::.;•;4;::'�:::Y':�:;�:�.., _., o .::�::: .a � 'n: •� 'O:>.: II �... �. �a: 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 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 •pi• $1. $ 1 �i 1;:(10, \l Earth Consultants Inc. Cxo a�ctudtal nglurrar:,C'°°$'.S & FiIVIrtH iirIN;flticirnthr.; 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 n.w Nag 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 nfnmm�olir n nr000ntorl nn Shia Irv. 1 • �;')s'41a::.':is5s,: i, n.1 r`t >is frt. ir.:, v: �; ., A rta ie3 a r ti —4.144' a�w ua i:.'sir c:ac Project Name: I N S B uilding Sheet of 4 4 Job No. 2579- Logged by. MGM Start Date: 1/28/03 Completion Date: 1/28/03 Boring No.: B-205 Drilling Contador: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±98' Hole Completion: D Monitoring Well LI Piezometer El Abandoned, sealed with bentonite General Notes W (%) No. Blows B Ft. Graphic Symbol Depth Ft. Sample IogW /S sosn 45 74/11" 92/11" 88/11" - • 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 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' Boring terminated at 76.5 feet below existing grade. Groundwater seepage encountered at 55.0 feet during drilling. Boring backfilled with bentonite and cuttings. NOTES: Borings drilled by Gregory Drilling using a CME 85 truck-mounted drill rig. Soils description at 0 - 20 feet based on cuttings. No sample taken until 20 feet. do' $1. 4411■ i i oliff.(kIdir . Klink Fn8Itiftlos. C onsult an ts I Sd entlFts . 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 7 414 6 q -3 0 Boring Log Subs urface 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 infewrnafinn nroconfor4 nn fink Inn •;114b AtM, Project Name: INS Building Sheet of 1 5 Job No. 2579 -44 Logged by: MGM Start Date: 1/28/03 Completion Date: 1/29/03 Boring No.: B -206 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±124' Hole Completion: ❑ Monitoring Well ❑ Piezometer KA Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. = o ° E 6 cn L d ° . a E ° LL n co o u) 0 .n D cn Surface Conditions: i • �� •� i ■ •• ■ ■ : 'iii :iii o �i�ii • ■ . ■ . � 4 . .�.� ■ ■ • ■ .r.��. . SS • • '... • .. 's9 • 4 . .. • s ■ ■ • . 4 ■ ►�� • • •���• ►• •• ►��• •�• ►��••� •.. • • ■ • • • ■ ∎ . • � 4 ■•••• SM Dark brown silty SAND with gravel, loose, moist (Fill) 2 ML Gray SILT with sand, loose to medium dense, moist (Fill) - becomes blue gray 9 Y s 10 12 14 15 17 . SM Brown silty SAND with gravel, loose to medium dense, moist (Fill) D. J / Os . AI. 4411. $ /I r : 11 Mtli 1 IJ �� Earth Consultants Inc. '��mlca�rngmrc�1 cr°4)8 &rnv�rtxinxyir,���;clr+itl4, Boring Log INS Building Tukwila, Washington Prof. No. 2579 -44 I Dwn. GLS I Date Feb. 2003 Checked MGM I Date 2/5/03 I Plate A18 Boring Log Subsurface conditions depicted represent our observations at the time and location of this exp loratory hole, m by eng t ests, ana and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of 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 (%) No. ws BFt. oqwAs olydeio Depth Ft. Sample USCS Symbol 7 • IIIt o ��•��-• • � IIII % %% • 4 , • ���•. ■ � •� r..- -. • � ����� o • • o•� • • ► • 1,• �. • ����' • • • ►•• • • • • i i •� •�i� • ��� • . • • 4 • ►• • ►�i�i�i • 4 . 21 23 24 25 26 27 28 29 30 32 33 34 35 38 39 SM Brown silty SAND, loose, moist (Fill) -trace gral - contains pockets of silt — — 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 — — — — — — — — $1/1/ ,� ( �11. ,�,��, firt Ic. Grarct Fnglnera�; c o4o .& l Fnvlrrwmx n r,�l ticlrntt�r; Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 Own. GLS I Date Feb. 2003 Checked MGM I Date 2/5/03 Plate A19 ■ t Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfrwmatinn nroconfori nn thick inn 4+ liii :k'Si:tks'Gutii`iitJri2 + •L ' fah ?SinWi. • Project Name: INS Building Sheet of 3 5 Job No. 2579 -44 Logged by: MGM Start Date: 1/28/03 Completion Date: 1/29/03 Boring No.: B -206 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±1 Hole Completion: ❑ Monitoring Well ❑ Piezometer 1 Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample logwis sosn 1 1 i i 7 7 30 45 • � • � ! 1 � • • ■ ■ • • ■ • • ■ ■ • II!;i Al` . s . ■ •$: � • ML Mottled greenish gray SILT, loose, moist (Fill) -trace gravel 41 42 .-- 43 -- 44 ML Dark gray sandy SILT, loose, wet (Possible Fill) - contains small gravel -trace wood debris - pockets of dark brown and black - gravel zone at 47.5 46 47 — 48 49 50 51 52 53 54 55 56 57 58 59 — SM Gray silty SAND, medium dense to dense, moist - becomes saturated, dense SP -SM Brown poorly graded SAND with silt, dense, moist f 3 7 «' 1 �' +1 o f N 0. 'I '5 ` +ii 1 flf \ury Earth Consultants Inc. rxxxc:diiic:uI Fi+ghxx333, C, ok 1MS& Fnvlrcnurxenral ScitTnlIsts Boring Log INS Building Tukwila, Washington 1 Prof No. 2579 -44 I Dwn. GLS I Date Feb. 2003 Checked MGM ( Date 2/5/03 1 Plate A20 Boring Log Subsurface conditions depicted represent 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 nfn nnofirin nroccnfcrl M *hie Inn Z 1 W 6 U0 0 w I � U- W 2 �? N w ZO ILI w U �_ 0 I— w I W U ~ p .. z w U= t= O Z Project Name: INS Building Sheet of 4 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 K4 Abandoned, sealed with bentonite General Notes W ( %) No. BFt. Ft. s .g 6 E = n o ti i logwis s3sn i i 1 L 66 53 60 85/11" ' ' • f 0.;�C. . y.;;_O: 'a:d � '9:P O q: a•A. 'O O) 0. ...�0 'O .p4 D pOg %3: •p8 : .0. • I _ ., _.. T II _ ^II_ _ n .� II. ,. . .:..: Q .... . n ^ II _ ...�::.: = � C... 'o. :b ::o o' `o c6 ^T; .:r ;. _ o _ . ¢ :�a •.� :.;^ .:;,.:o - • 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 dos 0- 4411. i �� . +i f \ \ ify \r6ii Earth Consultants Inc. Gtr,tnicalEng,,e:,r. Geologists& nwi it+,e+,t,,i ticleiltl.sts 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 A21 ,w• Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, ana an J udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrmofinn nrnconfcrl r.n /hie inn 64 ?itYe�4� '�Cr 1SJ'.t�x/∎;1i ;';•44 aiftwa. • Project Name: INS Building 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: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±124 Hole Completion: Li Monitoring WeI LI Plezccneter 0:4 Abandoned, sealed with bentonite Gen No W (%) No. Blows Ft. loo W is olydeap Depth Ft. Sample logwAs s3sn i 5 ? 3 u 1 I. 92/11" 82 62 84/11" ' 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 96 Boring terminated at 96.5 feet below existing grade. Groundwater seepage encountered at 50.0 and 88.0 feet during drilling. Boring backfilled with bentonite and cuttings. NOTE: Soils description at 0 - 40 feet based on cuttings. First sample recovered at 40 feet. 1 3 9 'pis 00( \N' f I %. , I4W ( %. fin. ,411 Earth Consultants Inc. \ ‘01 ¼'. Gooiechrtk EnEtInitctni, Gcloioglqis & EnvImntixtnral Schtslitsr; Boring Log INS Building Tukwila, Washington Pro. No. 2579-44 I Own. GLS 1 Date Feb. 2003 Checked MGM 1 Date 2/5/03 I Plate A22 -.) Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified 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 infiNernoiinn nrootonfoef "n fhlo Inn ' ' Atati.164 .tkroVr ormsotrocoroosownto Illiffatte 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 4 Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. loowis alyde.o d Z Depth Ft. Sample USCS Symbol Surface Conditions: s a i s 1 3 ��� SM Brown silty SAND, loose, wet (Fill) ►i. �•�! 1 o ► 2 ■ t o 4 5 • 11 FIII • 6 ML Gray sandy SILT with gravel, medium dense, moist (Fill) -trace wood debris • 8 • • • — SM Reddish brown silty SAND, very loose, wet (Fill) -trace gravel 4 11 r 50 12 13 14 15 16 17 18 19 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 f ,dip 3 ��i � f 1IN. 441), i Nuw Earth Consultants Inc. �ecluilc I Pligilletili, G -OICkii &rnv1mnn iitaI Scientists Boring Log INS Building Tukwila, Washington 3 Proj. No. 2579 -44 I Dwn. GLS I Date Feb. 2003 Checked MGM j Date 2/5/03 I Plate A23 Boring Log Subsurface conditions depicted represent our observations at the time and location of this eploratory hole modified by engineering tests, analysis an � udgrnent. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfr, mofir n nntreanforl nn Shia Irv, u `ml'ai:tcrw4r:(t4w, 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 1 Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol 45 72 37 21 22 23 24 25 26 27 28 29 30 31 SM Brown silty fine SAND with gravel, dense, moist - mottled - mottled - increase in sand content - pockets of poorly graded sand Boring terminated at 31.5 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with bentonite and cuttings. .�� ►• ati �n�• E 4 ; !1# Earth C ons u lt an ts t,l I rntl . Otoi edmal ink >rca Gco4os s &Fnn nkt 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 A24 '5 CAM . 3 2 Boring Log Subsurface conditions depicted represent our observations at the time and location of this evloratory 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 nfnnYIolinn nroconlorl nn $hlc Inn : , • ;a.3..[i, r spa..,, y . .t ,., :: oi;`, �°,: �,. 3'ti 5:` ��: iYt< J. i�� y': s w.. dFi£` cviAt?+ S� . �UR}1:JAj}:�i�'ifi:iil%^%��'� ': �t'7.6L'4'�yt'� ac Project Name: INS Building Sheet of 1 2 Job No. 2579 -44 Logged by: MGM Start Date: 1/29/03 Completion Date: 1/29/03 Boring No.: B -208 Drilling Contactor. Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±88' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: 3 16 80 78/11" 54 • 4. ••• ♦� %i • • • •• • ••• • • ••• • • • •—• • •• • : : • • % i• ••• •!- • SM Brown silty SAND, loose, moist (Fill) - household debris - carpet -no recove (possible fill) rY (P ) - becomes medium dense - gravel or debris zone from 6' to 7.5' 1 — 2 4 — 5 6 7 — 8 9 10 11 12 13 14 15 16 17 ML Brown sandy SILT with gravel, very dense, moist - mottled - mottled , 18 SM Brown silty SAND with gravel, very dense, moist - mostly small gravel, mottled - pockets of poorly graded sand — 19 %i ii , " * ��ti. ,,;� , � � ` � i L. i Eart Consultants Inc. Gr«,,ctmlraifi i nft...c,,,i Lsts& Envlmni enr,iticlr.,,rl. ; 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 A25 t Polk CIAO I t. rau „x, • Boring Log 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 nfA mofinn nroeonforf nn *hie Inn Project Name: INS Building Sheet of 2 2 Job No. 2579 -44 Logged by: MGM Start Date: 1/29/03 Completion Date: 1/29/03 Boring No.: B -208 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±88' Hole Completion: ❑ Monitoring Well ❑ P'iezometer 4 Abandoned, sealed with bentonite General Notes W o (%) No. Et owe Ft. t : E c9 cn .c a a m O IA 9 $ W T D 5 5 3. 2 57 100/4" SM Brown silty SAND with gravel, very dense, moist - seepage zone at 21.5' -moist to wet 21 23 ML Gray sandy SILT, very dense, moist -trace laminations -no recovery 24 25 26 27 28 Boring terminated at 28.0 feet below existing grade. Groundwater seepage encountered at 21.5 feet during drilling. Boring backfilled with bentonite and cuttings. LI i3 , ` ». ,141), i VI $1 : i (`�r`All) Earth Consultants Inc. GxNrtlmkal g inrran, Groiogisis fa Fawi omentalticlrnrists Boring Log INS Building Tukwila, Washington m Proj. No. 2579 -44 I Dwn. GLS [ Date Feb. 2003 Checked MGM I Date 2/5/03 I Plate A26 4 r .6 Boring Log Subsurface conditions depicted represent our observations at the time and location of this exp loratory hole, modified by engineering tests, ana an j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfeennefle r nroae th 4 ern /hie Ie es Project Nom: INS Building Sheet of 1 1 Job No. 9-44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP -201 Excavafion Contactor: NW Excavating Ground Surface Elevation: 76' General Notes w ( %) Io4 W , S olydelp Depth Ft. Sample USCS Symbol Surface Conditions: Depth of Topsoil & Sod 3 "- 4 ": grass 12.0 6.4 12.7 SM Dark brown silty SAND with gravel, very loose, moist (Fill) - abundant large metal, asphalt and concrete debris -24.5% fines 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 SP -SM Brown poorly graded SAND with silt, loose, moist 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. l .11 , l( \ \ I f \lei/ p‘. i4 „ \.li Earth Consultants Inc. (,dnitalFnglnrcts. a &Farvtramxxn4,114k etillitS 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 I Plate A27 wok sw, • 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 I fnemdinn nroaanfori M thlo Inn 9r; 4 ` dW?.+RM.Vst*.6f�+:�.t'SA1G551� Profect Name: INS Building Sheet of 1 1 Job No. 2579-44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP-202 Excavation Contactor: NW Excavating Ground Surface Elevation: 92' Notes: General Notes W (%) IogwAS oNdeio aidweS y}dap USCS Symbol Surface Conditions: Depth of Topsoil & Sod 2"- 3": sparse grass i L 3 D. u 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 SP Grades to brown poorly graded SAND, medium dense, moist Test pit terminated at 16.0 feet below eAsting grade. No groundwater encountered during excavation. 1 3 i d» ' A. 444. , ( Oleg 1 ov i,i10 Nkirjf N ifif \‘4 Earth Consultants Inc. c,00-ctuucd1 Entunew;, c.,,,oiogitus r. Envimmentat scitmusts Test Pit Log INS Building Tukwila, Washington 11 Prof. No. 2579-44 1 own. GLS Date Jan. 2003 Checked MGM Date 1/2/03 I Plate A28 Test Pit Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified 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 incnnnolinn nnacanforl nn this Inn • , . .• , . ,„ A p, 01, • ...4• •• z Z ILI —i C.) O 0 W 0 W W • LL w 0 g IL. a m ai z o z U.1 w 0 O Y • 1— Lu w I 0 — U- 0 . Z O ( 11 o 1- z Project Name: INS Building Sheet of 1 1 Job No. 257944 Logged by: MGM Date: 11/29/02 Test Pit No.: TP-203 Excavation Contactor: NW Excavating Ground Surface Elevation: 91' Notes: General Notes W (%) 4. — *-E 2 a- E w ...,9 14- it E — U) sS 2 E Surface Conditions: Depth of Topsoil & Sod 2"- 3": sparse grass i 5 D. 0 . • • • • • • •• •• • • • • 4. SM Dark brown silty SAND, very loose, moist (Fill) -contains construction debris .. I 2 3 . : : . 0 .. . ; 1 ,' 4 SP-SM Brown poorly graded SAND with silt, loose to medium dense, moist 5 6 Test pit terminated at 6.0 feet below eAsting grade. No groundwater • encountered during mavation. ; R ., p‘. 444 l i fa 01111 \M)' \ Noiry Earth Consultants Inc . Giloittil mleal Pn8IntrAN, GrK4ogisis F. KIIVIr011111e11411SCittlthitti Test Pit Log INS Building Tukwila, Washington Proj. No. 2579-44 I Dwn. GLS I Date Jan. 2003 Checked MGM I Date 1/2/03 I .._ .. . . . . Plate A29 . . . Test Pit Log Subsurface conditions depicted represent our observations at the time and ion of this exploratory , modified eng neenng tests, analysis ludgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of mfnrmafirws r,rgcc,ncd nn Ghia Inn frt • • , ArItt3 . 44, , A • . . Project Name: INS Building Sheet of 1 2 Job No. 2579 -44 Logged by. MGM Date: 11/29/02 Test Pit No.: TP -204 Excavation Contactor: NW Excavating Ground Surface Elevation: 104' Notes: General Notes W ( %) Graphic Symbol Depth Ft. Sample IoqwAs sosn Surface Conditions: Depth of Topsoil & Duff 2 "- 4" 3 4 5 u L 1 12.2 10.5 •� ���� o • o • ::1III1 ML Gray SILT, medium dense to dense, moist (Fill) -trace gravel - contact dipping out of slope — 3 — % %% �����• • o • o • i �i�i� ►�i�i�i • ►• i • • •�i�•� SM Brown silty SAND with gravel, dense, moist (Fill) - contains large asphalt debris - relatively flat contact a -- 10 11 12 13 14 15 16 17 1a 1 19 SM Reddish brown silty SAND, medium dense, moist - contains gravel -24.1% fines — SM Reddish brown silty SAND with gravel, medium dense to dense, moist ,,A► 41 4 ; i � ��,. , �4►)■ f 6 / h C ltts I. G Oft%1mlral Fnglix . ons G-OIO$LSA & Fnvlro,unc nraI SdrntL s Test Pit Log INS Building Tukwila, Washington 3 Proj. No. 2579 -44 Dwn. GLS I Date Jan. 2003 Checked MGM I Date 1/2/03 Plate A30 Test Pit Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis an j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrmofinn rwmonforf nn fhie Inn t�pt? 0%R r1 & 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 Ioqw /s sosn 1 9.1 2 SM R Reddish brown silty SAND with gravel, medium dense to dense, moist 21 - 22 23 - Test pit terminated at 23.0 feet below ex sting grade. No groundwater encountered during excavation. ,o►‘ p • I14 T Test Pit Log Test Pit Log Subsurface conditions depicted ri j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrmofinn nroennfnri nn 'hie Inn t our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and �kiiSS w:s;S;,;:sl'd i ttf lizit0 -^ % '���i i 7cA t`�d ",r..+d,S 3:� 9:� 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 Excavating Ground Surface Elevation: 108' Notes: General Notes W ( %) Graphic Symbol aldweg ydap USCS Symbol Surface Conditions: Depth of Topsoil & Duff 2 "- 3" 21.1 30.0 ; i •�i �i�i • �i�i� o ����� • • • • o ���' % % %i • • • ' •��• 4 • � �� ��4 r������ • •� ►iii • . . 6 12 13 15 ML Gr 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 existing grade. No groundwater encountered during excavation. .u� $ (1,, f 44IV � , � ��1 „ / Earth Consultants Inc . crcxrnu cut East xxas. Gro1o8ts1s & Env,mnnirnn,, ticrrnnsr: 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 a 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 nfiwmdLvn nrocunlori nn Shia Inn 'kelk��t' 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 logwis olydeip Depth Ft. Sample IogwAs sosn Surface Conditions: Depth of Topsoil & Duff 3 "- 4" i S 1 i i 22.6 ► • S SM B Brown silty SAND with ravel, loose, moist (Fill) tY 9 ( ) [ - ■ • : 4 - ML D Dark brown sandy SILT, loose to medium dense, moist (Fill) • �i�i . ti M ► ��i�i� • s - ■ � • � ►! :44 - GM G Gray silty GRAVEL, loose, moist (Fill) ► 10 G SM B Brown silty SAND with gravel, medium dense, moist (Fill) — S ML R Reddish brown sandy SILT, medium dense, moist to wet 1111/111 1 12 M 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 - Test Pit Log Subsurface concktions depicted r t our observations at the time and location of this exploratory hole, modified by engineering tests, ana lysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnnnofinn nrmatfal in fhic Inn tala 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" 3 R a i D. 7 1. D. 8.3 19.7 r• � • • • H • •• • • • ML Gray sandy SILT, medium dense, moist (Possible Fill) - highly fractured 1_i 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 3 i /PI' . 44►V 0641( `t'1 0 10 I ` ` Earth t1� e � Con su lt � cant " s Inc. Test Pit Log INS Building Tukwila, Washington 2 Proj. No. 2579 -44 own. GLS — 1 Date Jan. 2003 Checked MGM I Date 1/2103 I Plate A34 Test Pit Log Subsurface conditions depicted - ___ - j udgment. They are not neoessariFy representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ftfNny,aerw, ,w cQnfad M 4hin 1M t our observations at the time and location of this e,loratory hole, modified by engineering tests, ana Project Name: INS Building Sheet of 1 1 Job No. 2579 -44 Logged by. MGM Date: 11/29/02 Test Pit No.: TP -208 Excavation Contactor: NW Excavating Ground Surface Elevation: 95' Notes: General Notes W ( %) o � n L 14 o `� uScS Symbol Surface Conditions: Depth of Topsoil & Duff 3 "- 4" g 5 9 . L 1 :7 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 ML Dark brown SILT with organics, medium dense, moist (Possible Colluvium) 14 15 SM Gray silty SAND with gravel, medium dense, wet - contains angular silt clasts 16 17 Test pit terminated at 17.0 feet below oasting grade. No groundwater encountered during excavation. i 4 J ,,A1• p• 4111■ ,� t �� Earth Consultants Inc. GxMrciullcalEn 4 Inttrati Gcoioststs & FAIVIM xyttalSlyeYHLiS 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 A35 17w Test Pit Log nt our observations at the time and location of this eploratory hole, modified by engineering tests, analysis an judgment. They are not necessarilyy prepresentative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of sararf4a4IN1 vv000fl4oil nn 'hie IM Subsurface conditions depicted 1.Si'..,..v...,�ts, n.1•i�' . 4t^: .'i411A , §i;,1; re 1 04 , 114 , 1'nt0 yr ,0"41, ' 44ii YgFryyYa •,3F4Kh;Y.A 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 (%) Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: Depth of Topsoil & Sod 2"- 3": sparse grass 10.8 • • • • • • w. • • • • • • • • • •• • • 2 3 4 5 7 6 8— 9 10 11 12 13 14 15 16 SM Dark brown silty SAND, loose, moist (Fill) -abundant large blocks of concrete and asphalt -trace wood debris 4 * v 4 . . ML Reddish brown SILT, medium dense, moist (Fill) SM Brown silty SAND, medium dense, moist -contains pockets / interbeds of poorly graded sand and silt -buried pipe at 8.5' but appears to be in old trench line SP-SM Gray poorly graded SAND with silt and gravel, loose to medium dense, moist SM Brown silty SAND, medium dense, moist -contains interbeds of silty sand and poorly graded sand SP Brown poorly graded SAND, loose to medium dense, moist Test pit terminated at 16.0 feet below eAsting grade. No groundwater encountered during excavation. dAis , 444. , qi,,A, ( k ftv iv I Nu Earth Consultants Inc. c.,04,.ci ink FAO Imo:. Grok)elsis & EllArOtIllientalSCIMILSIS 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 6.4 ;.; I ;3 0. Test Pit 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 infnorrnotinn nrocanteri nn thgo kin ekaittly- ,41LQ;,iv,„ 41„s k - - 11043Wft, Project Name: INS Building Sheet of 1 1 Job No. 2579 -44 Logged by MGM Date: 11/29/02 Test Pit No.: TP -210 E* ovation Contactor: NW Excavating Ground Surface Elevation: 94' Notes: General Notes W ( %) Graphic Symbol Depth Ft. Sample IoqwAs sosn Surface Conditions: Depth of Topsoil & Sod 2 "- 3 ": sparse grass 11.0 ❖ •• ❖ •• • ••• ••! • ❖• ❖: ❖• ❖ •• •: ►••••••••►•••••••••1 1 2 3 4 5 6 ML Brown SILT, loose, moist (Fill) SM Reddish brown silty SAND with gravel, medium dense, moist (Fill) SP -SM Brown poorly graded SAND with silt, medium dense, moist Test pit terminated at 7.0 feet below a fisting grade. No groundwater encountered during excavation. ,a►' 01. 411,1% � r writ l r \„ Earth Consultants Inc. GcOleciti,i(` dire „gInt:tI1+.CM0 1titS & F1101'011111011411 SCIellailS 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 A37 Pia VIA 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 nfvwmaI nn nraccnfori nn ihic IM L' z� ;t'«�t����ii;St•;Gt'>�k`t.;tii� ':5� "� 'i$ � r: °4Kd4+M 1 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 ( %) logwAs alydeio Depth Ft. Sample Ioiwi s sosn Surface Conditions: Depth of Topsoil & Duff 3 "- 4" i 5 D. L 1 7 •��� ■ • • ■ • • • "••� • ■ • • • ! �!�!• ! ilw• :i 11111111 ML Brown SILT with sand and gravel, loose, wet (Fill) ML Blue gray SILT, medium dense, moist (Fill) - bricks in fill -large blocks of concrete ii 12 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 J ,,,►• $11. ,I4 ilieli mv ,+id Earth Consultants Inc. Gc:ar�in d1Fn ¢ lnrrn; ►,t,R. „wiro,,,,,cnt.lSc+MItsr: Test Pit Log INS Building Tukwila, Washington E P Proj. No. 2579 -44 Own. GLS Date Jan. 2003 Checked MGM I Date 1/2103 1 Plate A38 I :4 Test Pit Log co Subsurface nditions depicted represent our observations at the time and location of this atory hole, modified by engineering tes ana lysis an judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of rnfrvnofinn rr000nforl nn fhic Inn Project Name: INS Building Sheet of 1 1 Job No. 2579-44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP-212 Beavation Contactor: NW Excavating Ground Surface Elevation: 70' Notes: General Notes W (%) Surface Conditions: Depth of Topsoil & Sod 2"- 3": sparse grass SM Dark brown silty SAND, very loose, moist (Fill) -concrete debris .1 2 SP-SM Brown poorly graded SAND with silt, loose, moist 3 4 Test pit terminated at 4.0 feet below existing grade. No groundwater encountered during excavation. do' p1• 44 th dio illi . Earth Consultants Inc. wof Nigif 'Mr', crAxeciiniculplion■troi.cvologihrs& Environmental SctentIsm 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 A39 Pan .;■ 0.11 Test Pit Log Subsurface conditions depicted repre-sent our observations at the time and location of this evioratory 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 cannnofinn nroannfori }hie Inn • A , o 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.: 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 • W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: Gravel Parking Lot f j 53/6" 18 19 ■ ■ �� ��� i ■ o 1 �i�i�i. • • •* . • ������ . •♦•••♦, V ��j��� ���� r . • 0 • SM (Crushed Rock Surface to 6 ") Brown to gray silty fine to medium SAND with gravel, loose, moist to wet (Fill) 1 — 2 4 — 5 6 7 8 1 11 12 14 15 17 — ML Gray SILT or CLAY, medium dense, wet, medium plasticity (Fill) '• i�i�i ■ iii •�i�i�i • ' • o � ��j� . ■ � • �i�i�i • � i � i �i • /j����� . • r ����� . r • ��. • • 1111 • • r �����, — I J di' q , 1 ir;/ $4. 44iv. +���� t iff \I Ea rth Consultants Inc. t inlralFnpinrc;�t; CcoNlsrs &Fnvlr nm nralScentism Boring Log International Corporate Campus East Tukwila, Washington i Proj. No. 2579 -31 I Dwn. GLS Date April 2001 Checked RAC I Date 4/10/01 I Plate ,A40 MAI !!q Boring Log Subsurface conditions depicted represent our observations at the time and loca Ion of this exploratory hole, modified by engineering tests, analysis an j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnm+ollnn r, ncanOarl nn Ohio Irvn 7.14 =yuM'� 7i 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 USCS Symbol i 20 , •��� M . 2 21 - ML G Gray SILT, medium dense, moist to wet (Fill) --- — — — ML G Gray SILT, medium dense, moist (Native) SM B Brown silty SAND with occasional poorly graded sand interbeds, — • r •w Boring Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole, modified by engineering tests, analysis an J udgm ent. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nlnm1ellnn nnacudorl nn *hie Inn 3%�ki +.ili�l�ic 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 FN Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. 1 Graphic Symbol Depth Ft. Sample USCS Symbol j i 9 45 24 27 50i4" SM Brown silty SAND grading to . brown SILT, dense, moist to wet - possible groundwater seepage 41 42 43 44 ML Brown silty CLAY with silty sand interbeds, dense, moist to wet, trace organics 46 47 48 49 • 50 51 52 53 54 55 SM Gray silty SAND grading to plastic SILT /CLAY, dense, wet, with sandy interbeds 56 57 58 59 ML Brown SILT /CLAY dense, wet, grading to silty SAND, dense, moist to wet `o 3 ,Ps. Oil my ) / $11• 44 ii �,I J J1J Earth Consultants Inc. Gcxm%dmlcalFnilnemi Gecko 1S4 & F.nNmnnmral`;c1mtlsts Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 1 Dwn. GLS I Date April 2001 Checked RAC I Date 4/10/01 A42 Fos t 1 Boring Log Subsurface conditions depicted represent our observations at the time and loca Ion of this exploratory hole modified by eng te ana a l udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nfr,,, fnn nrovan{erl nn Fhle Inn ;: ;it .:tw ig'' • •'2�;T.w� +iwrr • .t. »:e:d ay.cxK:a.w.ar.• 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.: 6-101 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 128' Hole Completion: ❑ Monitoring Well ❑ Plezometer with bentonite 4 Abandoned, sealed General Notes a? No. Blows Ft. Graphic Symbol aldweg '3d (War] USCS Symbol 1 1 1 I 1 70/6" II : l i i i I SM Brown /gray silty SAND, very dense, moist to wet Boring terminated at 60.5 feet below existing grade. Groundwater seepage encountered at 40.0 feet during dnlling. Boring backfilled with cuttings and bentonite. do's. Ea} , 144. i ,� �i ! Earth Consultants Inc. i \NW/ \ � r t, \\rr ccotectinIcal Pnitinrtlb, 1S1, At EnvIromilemal Self:Mists t Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 I own. GLS I Date April 2001 Checked RAC I Date 4/10/01 I Plate A43 Boring Log Subsurface conditions depicted represent our observations at the time and iota on of this exploratory hole, modified by engineering tests, analysis an ider ne nt. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of I n ,wvallem n aaanfarl nn fella Inn 'fYRArr•M1a.4,'^�3�%"pV V?Fih?E£ tt1t+. 4�fN5stXttdm�.« M�we�tcwwaxv�nutex +uwt���ygkwzaiwe�anw,w.. ProJed Name: International Corporate Campus East Sheet of 1 4 Job No. 2579 -31 Logged by: RAC Start Date: 1/26/01 Completion Date: 1/26/01 Boring No.: 8-102 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Plezometer N Abandoned, sealed with bentonite General Notes W ( %) Na Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: Gravel Parking Lot 54 12 33 ��•� ■ -7 • ����' 1: ������ • ■ . • . ����• •����• ■ . j���� • • ■ . • i• • • • ■ � •:• ..• � ����• r � ���� - • • � ∎�� ���� • o ����� ■ •���•�� ■ • 1 2 4 5 6 7 8 11 1z 14 15 16 18 19 SM Gray black silty SAND with gravel (Fill) — — — ML Green SILT /SAND, medium dense, moist -gray sand with silt — — — — A rAls. 1 M. 441y ii t �ff 6 f)t \ Id/ tj Eart Consultants Inc. Gc. ecitnlral Fnpinrcts. Gm4gIsM k Erwin Sclrntlsn Boring Log International Corporate Campus East Tukwila, Washington i ProJ. No. 2579 -31 Dwn. GLS i Date April 2001 Checked RAC I Date 4/10/01 I Plate A44 taall Boring Log Subsurface conditions depicted represent our observations at the time and loca on of this exploratory hole modified by engineering tests, ana an iidgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of InnmoHnn nr000nloil nn Oslo Inn Project Name: International Corporate Campus East Sheet of 2 4 Job No. 2579 -31 Logged by: RAC Start Date: 1/26/01 Completion Date: 1/26/01 Boring No.: B -102 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Ft. Graphic Symbol aldwes '3d 43daa locIWAS sosn F 1 k • 14 1s 19 i� . : i :i1 • �i�i � • �����. ■ ����• � . • �i�i�i • o • • • ��» • • . • °��* • •����. �• ��� . • o���� ∎ • �����. • �����. • I • � « ■ r *��. • � iii ML Gray sand SILT wh gravel, medium dense, moist to wet with trace organics ill) - shelby tube sampler - becomes stiff 23 — 24 — 25 — 28— 30 32 33 34 35 36 A 37 38 39 — — — — - — ' 3 3 .0''. Owl( WO/ ih 'I4 it oilil Earth Consultants Inc. \if,/ WI' F11 Goomi mica! Pnpinerar;,G oloste" & F.nvl moment ale:Mists Boring 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 A45 " 1 Boring Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering • te analysis a udgrne They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of /nnnoHnn nrnonn/nr4 nn Ihlc Inn 9 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.: 8-102 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Plezometer FA Abandoned, sealed with bentonite General % ) Blows Ft. U i E C7 cn .51 w u_ E 0 g u, E = rn i i D. / 3 • • 13 SM Gray silty SAND grading to sandy SILT, medium dense, moist with ocassional gravel (Native) - becomes brown silty sand, dense, moist to wet - becomes very dense 41 42 43 44 54 46 47 48 49 so 53/6" 60 ' 51 52 53 S4 55 56 57 58 59 A B d " i �� ' iP it (` J �4. ,,4 � � / \ Earth Consultants Inc. GcxxrcitnIcal PngIncos, Ccologlsis &FnNmnnxenralSOTO:+s Boring Log International Corporate Campus East Tukwila, Washington Z I Pro). No. 2579 -31 I Dwn. GLS 1 Date April 2001 Checked RAC I Date 4/10/01 I PlateA46 d POO Boring Log Subsurface conditions depicted represent our observations at the time and loca on of this e oratory hole, modified by engineering tests, analysis an � udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of n /nn'nofInn rv000nforf nn fhlo IM Project Name: International Corporate Campus East Sheet of 4 4 Job No. 2579 -31 Logged by: RAC Start Date: 1/26/01 Completion Date: 1/26/01 Boring No.: B -102 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Piezometer with bentonite . Abandoned, sealed General Notes W (%) Blows Ft Graphic Symbol Depth Ft. Sample USCS Symbol r r 3 s 66 I I I I I I I I ML Brown SAND with silt, very dense, damp Boring terminated at 60.5 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with bentonite and cuttings. - JA . $4. ,i4h% 8 ,l � Earth Consultants Inc. 3 & Pi' \ ' J1 \;;r i ) CcolecttnlcalFngtn , C".4otasts kFnvlmnnxmralSclrntls* . Boring Log International Corporate Campus East Tukwila, Washington I Pro]. No. 2579 -31 I Dwn. GLS I Date April 2001 Checked RAC I Date 4/10/01 Plate A47 Cw, • Boring Log Subsurface conditions depicted represent our observations at the time and location of this e�loratory ho m odif ied by engineering tests, ana lysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nfnrmeltnn n 000nlorl nn +hie Inn :y.?p. i?( : nits , co i L1q.'"' a LYCt :�:$ ">5 � r(s:W;t a.:l:rrSx'_ °.y .&.L%i Project Name: International Corporate Campus East Sheet of 1 1 Job No. 2579 -31 Logged by: RAC Date: 3/8/01 Test Ptt No,: TP -101 Excavation Contactor: Schwindt Ground Surface Elevation: 86' Notes: General Notes W ( %) ioqwsS olyde�� Depth Ft. Sample USCS Symbol Surface Conditions: Graded Slope • i • 4 • �:•4 ♦ �..* • . 4'. . .M • • % . 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 2— • 5— 6 — •! :.- 7 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 9 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. ' is ,,�►'_ isl. 44w. ikujil‘‘of irl',�,r Earth Consultants Inc. ostiEL Fnvimnnxnral5cirnnsrs nicatPnglxs,G l :; ii Grotch nex Test Pit Log International Corporate Campus East Tukwila, Washington 3 Prof. No. 2579 -31 Dwn. GLS Date April 2001 Checked RAC 1 Date 4/10/01 Plate A48 4 r Test Pit Log Subsurface conditions depicted represent our observations at the time and Iota on of this exploratory 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 nfnn.,aNnn nrnccnforl nn fhia Inn u�..ih'+ +�:. f. �. �• 3m3: iAtYn *�'A +� n,iu ur.MSl ... .... . w.aaxx, rx 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 Graphic Symbol aidweS . wda0 USCS Symbol Surface Conditions: 1 ---- i 2 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 3 4 5 6 7 8 9 10 11 12 Test pit terminated at 12.0 feet below existing grade. Groundwater seepage encountered at 10.0 feet during excavation. • /1)■•• 1 i e a 11)/ pl. , 1111. di 01111 tof \virg Earth Consultants Inc. G4~ mk Fnglnms. GcologIsm & Env' ronti lenral SO:rut:As Test Pit Log International Corporate Campus East Tukwila, Washington I Proj. No. 2579-31 I Dwn. GLS I Date April 2001 Checked RAC I Date 4/10/01 Plate A49 I • • moN t 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 o other times and locations, We cannot accept responsibility for the use or Interpretation by others of infeurnallnul nrosharif cat4 .hie 1111111111MENtitall==.. ,-• 4 4 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 (o6) Graphic Symbol Depth Ft. Sample Iogw /S sosn Surface Conditions: ► + ++ + � +� +• •+ ++ + +! o. • . • + � +• +� +� +� o � j +■ • I. ■ ■ + + + +• • . • + + • � � � ►i + i + i • • + + + + +! • + i + i • ■ ►i i! • + + + + ! • o ■ + • + + + +. + + + + +• • + + + ++ • ► ++ +� +�! • ■ + + + • • • + +� + • • •�+ ++ ++• • • ► � * + + +! • �� • • + +� • + + + �� +�+�� ■ ++ +. 4 6 7 e 10 11 12 13 14 16 17 1 19 SM Gray to black silty fine to medium SAND, heavy organics, loose, moist (Fill) - organic layer - sticks and branches - continued fill, silty sand with considerable organics - loose, organics -large concrete fragments, 18 "x18 "x48" - continued gray fill, concrete rubble and organics -12" concrete storm line, possible light seepage, possible contact Test pit terminated at 19.5 feet below existing grade Groundwater seepage encountered at 18.0 feet during excavation. — — — — — — — — it ". 0. -44k L Earfih Consultants Inc. qiciii( ip \ wf lily Cc Fx n, 5 Geologist; & Fnvirnnm,nrdl ticlentl:;t•: Test Pit Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 Dwn. GLS J Date April 2001 Checked RAC Date 4 /10/01 Plate A50 F+ Test Pit Log 0 Subsurface conditions depicted represent our observations at the time and loca Ion 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 nfnrmeHnn nroconlori nn Ihie inn M1yl.:40st0i4 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 (%) loquJAS olydeiD Depth Ft. Sample USCS Symbol Surface Conditions: s u L 1 30 0 ""% SM Light brown to gray silty fine to medium SAND, loose, moist (Fill) 1 2 ML Light brown SILT, medium dense to dense, moist (Native) -some gravel interbeds 3 4 5 6 7 5 s 10 11 12 13 14 15 16 17 ML Gray SILT and SILT with sand, dense to very dense, moist - - seepage at 10', light to moderate seepage - continued gray silt and sandy silt, very dense - increased plasticity, hard 18 Test pit terminated at 18.0 feet below existing grade. Groundwater seepage encountered at 10.0 feet during excavation. & ,,,'' X 11 )/ E i h. 4111, \ Ail 0, N% F1 Earth Consultants Inc. CmootclmiralEn glncris,C�-obgtsis &N nnxmralgctrrot Test Pit Log International Corporate Campus East Tukwila, Washington 3 Prof. No. 2579 -31 ( Dwn. GLS l Date April 2001 Checked RAC I Date 4/10/01 l Plate A51 Test Pit Log Subsurface conditions depicted represent our observations at the time and loca on o t his exploratory ho m odified by engineering tests, anafysls and Lu udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of fnrnnaNnn nwcenfurl nn 1111c Inn a Project Name; International Corporate Campus East Sheet of 1 1 Job No. 2579-31 Logged by: RAC Date: 3/8/01 Test Pit No.: TP-105 Excavation Contactor: Schwindt Ground Surface Elevation: 66' Notes: General Notes W (%) Graphic Symbol Depth Ft. Sample logwAs s3sn Surface Conditions: - • 3 F i 1 1 5 • • SM • Light brown silty fine to medium SAND with gravel, medium dense to dense, moist -very dense - till -difficult digging -continued very dense - till -very dense 1 2 3 4 5 6 7 8 9 10 11 12 Test pit terminated at 12.0 feet below existing grade. No groundwater encountered during excavation. i i dAl'., i h M. 4411. : #11010 Earth Consultants Inc. N lof <1411 °cowl tnlc En glneTils, Cmcgogtin; & F.nvImruilenral Sciemnsts Test Pit Log International Corporate Campus East Tukwila, Washington 3 Proj. No. 2579-31 I Dwn, GLS 1 Date April 2001 Checked RAC I Date 4/10/01 I Plate A52 Test Pit Log Subsurface conditions depicted represent our observations at e time and oca Ion of s exploratory o e modifled b engineering , 1 udgrnent. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfetrmotInn nnaeanfori +hie 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 Abandoned, sealed with bentonite l 0 No. Blows Ft. .2.a ° E 5 C • o Q, 1% E 0 (7, rn 6 E = al. Surface Conditions: ' 0 0. a Lu 22.0 14.6 25.3 16.0 15.9 ► �� ii 16 15 17 21 22 • * i � • • o • • ►'4 i * • ������� . • ■ •+• , ►������� ■ �����• ■ .����• • ■ .. ■ ►"rr ∎� � � �� � V . • •iii! ■ ■ 4 o • ' A SM Brown to black silty fine to medium SAND, medium dense, moist (Fill) 2 — 3 ML Brown sandy SILT, medium dense, moist (Fill) 5 SM Brown silty fine to medium SAND, medium dense, moist (Fill) 6 7 ML Brown sandy SILT, medium dense, moist (Fill) - contains fine gravel - 10 11 12 13 14 15 16 17 18 19 SM Brown silty fine to medium SAND, medium dense, moist to wet (Weathered Glacial Till) - becomes gray and wet, light seepage at 15' - becomes very dense —' — — r ,u►•_ i h. 44h. na Er th Consultants Inc. 8 Ni/ fff j ij Cacm:clinkal Fngtnecis.Cc:olo Isis &Fnvinxmxnrt,ISc1Mn.;e; Boring Log International Corporate Campus East Tukwila, Washington 1 Proj. No. 2579 -31 l Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate Si bsu rface canditions dan1rted mnrpciant our nlxservations at the time and location of this exploratory hole modified by engineering tests, analysis and orsfilk 4 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 nfncmofinn nroc nf,i nn fkio Inn l •E:7r a ?:ui m Its i'.ko Project Name: International Corporate Campus East Sheet of 2 2 Job No. 2579 -31 Logged by: VVRJ Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: B-1 Drilling Contactor. Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Plezometer FA Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. Graphic Symbol aldwes wdao logwis s3sn LL =51 PL =25 P1=26 3 3 i 7. u •3 L 9 . 1 9 .4 19.0 50/5.5" 82/10" 74 SM Gray silty fine to medium SAND, very dense, moist (Glacial Till) - contains trace gravel - contains gravel 21 22 23 24 25 26 27 28 29 30 31 J/ %% / CH Gray fat CLAY, hard, moist Boring terminated at 31.5 feet below existing grade. Groundwater seepage encountered at 15.0 feet during dnlling. Boring backfilled with bentonite and cuttings. NOTE: Elevations estimated from Site Plan provided by Client. P. 3 .u' »: 444, , ( i �1 f i, Earth Consultants Inc. \� \ 11 l / \trw GcortclinIcal Fnglnert. C o4o Ists R NIA ronnxtnraltickrtt Bori ng Log International Corporate Campus East Tukwila, Washington 1 Proj. No. 2579 -31 Own. GLS Date Aug. 2000 Checked RAC I Date 8/15/00 Plate A54 • t0 . t .4 Boring Log 'Subsurface conditions depicted represent our observations at the time and loca Ion of this exploratory hole modified by engineering tests, ana an , "` judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of t i:•1 ;, .• ° nf. r noNnn nracanfarl nn *do Inn • .t Project Name: International Corporate Campus East Sheet of 1 4 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/24/00 ' Boring No.: B-2 Drilling Contactor: Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: . i i 16.5 15.9 97 9.9 23 � 69 ••: • ♦•• ♦ •• •• ♦ • • • • • • ♦ SM Brown to black silty fine to medium SAND, medium dense, moist (Fill) • .. 1 3— SM Brown silty fine SAND, medium dense, moist (Glacial Till) - mottled - medium dense to coarse grained sand with gravel, very dense -iron o>dde stained - becomes gray fine grained sand with gravel 6 8 9 10 11 12 13 14 15 16 17 18 19 -- ,in ii wr )/ � • -'4 n, Eart Consultants Inc. Igo ma Gcnrceiumui ghee: . Ce ;okiglirs&FnNrocumnmlSch.:Mists Boring Log International Corporate Campus East Tukwila, Washington Pro]. No. 2579 -31 I Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A55 I t . Boring Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis an udgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of n /nnn�e►inn n,ocon►che1 nn ►hic Inn pii. &'._,'au`' 'G:4:1a ?:.t:tk i.i.:ry .. .. S G' 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 ❑ Plezometer . Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. IoqwAS olydeio eldweS 'l. Uldaa USCS Symbol LL =33 PL =23 PI =10 0 5 L? 6 w D. 12.7 20.2 19.5 21.7 38 ' A 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 39 CL Grades to gray lean CLAY, hard, moist - becomes very dense — LI rg $1 ii 4 .a►• M. 4411,. ( y �� ,,f Eart Consultants Inc. I r'r�,y�,i Gcorrdnkal iS.CO4o % &Fnv1ronnxnrI c1ti1 � Boring 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 „rq r1 Boring Log Subsurface conditions depicted represent our observations at the time and location of this eploratory hole, modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n /nrmeHnn nrocon►ord nn thic Inn • Project Name: International Corporate Campus East Sheet of 3 4 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: B-2 Drilling Contactor: Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer M Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. r E c9 „; z n I IT. t ° Jr, co a E , n 5 s 0. a w a. 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 ,u M. ■14k ` m Earth Inc. CcotedInk -alFn Q Inems.Ccoiosttirs&Nwl nmenralk:lrnrism Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A57 faMI , tAni • 1 j Boring Log Subsurface conditions depicted represent our observations at the time and loca on o t his e hole modified by engineering tests, analysts and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ninnnofinn rv000nforl nn Shia Inn tv154f44 n4.441u•''d4'''!< .:: 4ii.i ie - ,:�:: 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 Bows Graphic Symbol Depth Ft. Sample lalwAs szsn 1 i i 25.1 M 32 ML G Gray SILT, medium dense, moist 61 62 63 64 65 66 Boring terminated at 66.5 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with bentonite and cuttings. "' I Ai • Boring Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis an udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrwofinn rwoconfoe4 nn fhic Inn i: ?; % `.*: `171.1 :0 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.: 13-3 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: II Monitoring Well ❑ Piezometer 2 Abandoned, sealed with bentonite General Notes W (°b) BNows Ft. a 2 6 ei s. n. i v - D cn Surface Conditions: 0 2 a 16.0 30.5 11.1 19.5 ■ 8 10 33 1 • 0• 0 • • r . • • . ■ i ■�, � � � � � �4 • •j��• ■ ���� • • ��� � �� ∎��4 • • • ������• • r j�j�j � „....- ' SM Gray silty fine to medium SAND, loose, moist (Fill) . - becomes loose, contains wood debris and organics - contains organics 2 — 4 — 6 7 — 11 12 13 • 14 • - — — — 15 16 17 18 19 ML Gray SILT, dense, moist - contains trace of fine grained sand 8 J ,a► ih. 444 � �( t ,f r wdi \ miw Earth Consultants Inc. Grxx inkalFnghxrai. Gc ofottl+n&FnvlmnnXnrallclrntt+n Boring Log International Corporate Campus East Tukwila, Washington $ Pro]. No. 2579 -31 Own. GLS Date Aug. 2000 Checked RAC f Date 8/15/00 Plate A59 d Puk Wit 1.4 t Boring Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis an j udgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of n /nn++efnn nroeon►o,l nn ►hie Inn 4:1':.t.....µ .. 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 F:4 Abandoned, sealed with bentonite General Notes n, ) No. Blows Ft. r - m E 6 cn a iv tr. ° c co E D cn is 1- 0 0. a 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 ,a Oh. 444 �Iiu� ( (1�1r� J Earth Consultants Inc. acae•.cymlydlFngfico.- cco4ogIsts l4Fiwlmnmenr ,ilSciffalsIS Boring Log International Corporate Campus East Tukwila, Washington a S Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC ( Date 8/15/00 test PlateA60 I sand Boring Log Subsurface conditions depicted represent our observations at the time and loca ion o f th a pioratory hole modified by engineering s, ana ysi j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nlnim'afinn nrocenfoei nn fkio Inn N.i+Ltdq...r 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.: 6-3 Drilling Contactor: Gregory Drilling Method: HSA Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Mon oring Well Piezometer FA Abandoned, General Notes W ,� No. Blows Ft. lo4Wis olydeio r Depth Ft. Sample lo4W /S sosn a S 27.8 26.5 25.9 26.3 17 23 24 21 ML Gray SILT, medium dense, moist 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 3 do's_ �� �0 mr)/N `irifl 0. 444% f Earth Consultants Inc. � to .1aGc:nb5Ub&Fnvlmnmenraltictrntl Boring Log International Corporate Campus East Tukwila, Washington G 1 • Proj. No. 2579 -31 [ Own. GLS Date Aug. 2000 Checked RAC Date 8/15/00 I Plate A61 Boring Log Subsurface conditions depicted represent our observations at the time and loca on of thi exploratory hole modified by engineering tests, ana an j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nlnrTONnn nreeun+erl nn 'hie Inn '4 Dc<.::Ni'Ie1l:.naWY�Ai '4Mt+a.• 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 ❑ Piezometer . Abandoned, sealed with bentonite General Notes W ( %� No. Blows Ft. L (.5 c) .5 cn T L a. o ,i m r .$ ? E is 8 0. a. 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 j / 4 75 76 n 78 79 CL Grades to gray lean CLAY, hard, moist ,kas 444. q Eart h Consultants Inc. lir inlcal Fngln, Geologists & Fnvlm�x rn nral ticlrnttin Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 Own. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A62 I d svg Boring Log Subsurface conditions dep cted represent our observations at the time and iota ion o this explorato ho modified by enginlll ly tests ana ysis an udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n /nnt+efnn I roaonlo..l nn Ihia Inn Project Name: S Sheet of Job No. L Logged by: S Start Date: C Completion Date: B Boring No.: Drilling Contactor: D Drilling Method: • Sampling Method: Ground Surface Elevation: H Hole Completion: General W W N No. Graphic Symbol Depth Ft. Sample USCS Symbol LL =33 PL =24 8 26.4 C 30 CL G Gray lean CLAY, very stiff to hard, moist 81 82 83 84 - -- 86 87 — — — 95 S SM G Grades to brown silty SAND, very dense, moist Boring Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, ana an j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nlnemo /inn nrncnnlcvl nn +F.io Inn Project Name: International Corporate Campus East Sheet of 6 6 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer with bentonite 0 Abandoned, sealed General Notes W �, ) Bows Ft. .$ m E 6 c) ° ~ 1 w u E ° in co co I N 0 l a a 0. 80 ';:° ; :.. SP -SM Gray poorly graded SAND with silt, very dense, water bearing - medium grained sand 101 Boring terminated at 101.5 feet below existing grade. Groundwater seepage encountered at 100.0 feet during dnlling. Boring backfilled with bentonite and cuttings. 4 .p.. io 444. i ( i , l � f Earth Consultants Inc. g \ � l/ \ \tr6�/ yInkalFngin�s cvo4o L+s& °nnx�nriIticlrnrL Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 I Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A64 p., Boring Log Subsurface conditions depicted represent our observations at the time and location of this oratory hole modified try 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 nf..nr, /inn ^raaanlad nn 01 la Inn 1. ;.1:44 ' I ` !. a044naimo.3, •(/A' 3.w44GN. 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 1 Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. Graphic I Symbol Depth Ft. Sample I 1ogwAs s3sn Surface Conditions: I i 13.5 10.0 15.5 14.9 18.5 18 5 8 9 ■ ■ i iJt : or . •�•� • �� ����4 ���� ��� j ����� o 4 ► . �i �� � � � � 4, : •6 ► ", '��i�i� � ■ ►� �� j � . ■ ■ ►� �� ��• 1 •••••• 4 . •����� 'iii * i ; ►���. ' � ► ��� 4 o ••• • 7 ►j ** j •19 GM Brown silty GRAVEL with sand, medium dense, moist to wet (Fill) 1 — 2 — 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 s 10 11 12 13 14 15 16 17 18 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 — — — '' i HA r 1, 3 woe N iiw i �J Earth Consultants Inc. GtortIci inlcaiFn¢ ine: ds, Grologlst s &Fmlmnnxnml5drntl.+r.: Boring Log International Corporate Campus East Tukwila, Washington i I Pro). No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A65 r Boring Log Subsurface conditions depicted represent our observations at the time a loca ion o _... explora ho mo difi e d b y engineering tests analysis and iidpme They are not necessarily , necessarily representative of other times and locations We cannot accept responsibility for the use or Interpretation by others of V malinn rvncontuw nn File Inn 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 W (96) No. Blows Ft. Graphic Symbol Depth Ft. Sample Ioqw /s sosn 24.1 13.2 9.0 8.6 12.0 10 19 15 35 80 . •H � ;H ii •• ♦ : i ii •• ••• •• 000( 0000 21 22 23 24 25 26 27 28 29 30 31 32 33 CL Grades to brown lean CLAY, medium stiff, wet (Possible Fill) ML Brown SILT with sand, loose to medium dense, moist (Possible Fill) -2" sand interbeds -trace gravel - mottled, wet ML Brown sandy SILT with gravel, medium dense, moist SM Grades to brown silty fine SAND, medium dense, moist -trace interbeds of poorly graded sand -26% fines -trace gravel, becomes dense -still pockets of poorly graded sand 36 37 38 39 ML Grades to brown sandy SILT, very dense, moist -trace gravel -trace sand interbeds .,/, vs M / �l'11 I ri i Earth Consultants Inc G<xxrchnkui n rx$, CA gt. & FnvImnnxmr, I Scientists Boring Log International Corporate Campus East Tukwila, Washington Pro). No. 2579 -31 own. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A66 4 Boring Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis an gm ent. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of /nnmellnn rveoonlnrl nn Wet Inn Project 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 Monhoring Well 0 Piezometer Pi Abandoned, sealed with bentonite Gene Note W ( No. Blows Ft. oqwS olydeio aldwes '3A y;dea USCS Symbol ; i 1 5.5 4•9 5 .7 59 56 48 . .o .Q.O::. :':.Q:CF.. : .a :q>tl:-::0: ::0.6 :':a .:a. ?q *),.. p:,!l. ..::, ': q:6 :,,: 0 0 0 o n. n SP-SM Grades to brown poorly graded SAND with silt, very dense, moist -becomes dense 41 42 43 44 45 46 47 48 49 50 51 Boring terminated at 51.5 feet below existing grade. Groundwater seepage encountered at 10.0 feet below existing grade. Boring backfilled with bentonite and cuttings. di'. ,f1 441). , ( i MO( i •hi 0111 i \Nu' e \ iof \%4 Earth Consultants Inc. Grpteclinical Pnstnecas, GeNostits & FlwIronmetirdt ScitntIsm rn Boring Log International Corporate Campus East Tukwila, Washington i 1 Prof. No. 2579-31 I own. GLS 1 Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A6 7 OSA Boring Log Subsurface conditions depicted represent our observations at e time and oca on Ot tflis expioratory nole, moaniea Me nt. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of I rry% ofinn nreennhan nn fill* Inn vowd, t` '4.):?4,t.N4q4 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 F21 Abandoned, sealed with bentonite General Notes No. Blows Ft. 1ogwAS olydeJo Depth Ft. Sample IoqwAS SDSf Surface Conditions: i D. 18.4 25.0 26.7 30.1 18.0 6 3 4 5 3 `-v, w�v 0 . < ,.. c .s oc . )oo v:3g �% N SM Brown silty SAND with gravel, loose, moist (Fill) — 2 ML Brown SILT, loose, moist (Fill) -trace brick fragments (small) - becomes very loose -trace brick, plastic 4 5 — 6 — a 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 ,,i►•. Oh. , A4 1 � 3 �� �� /( t \1 cxr Earth Consultants Inc. LtitnFnvlrtxnntl :idrntl.,h: GrcltnIcalFnolnto&. Grok0 k �nxe Boring Log International Corporate Campus East Tukwila, Washington P ro). No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 Plate A68 Boring Log Subsurface conditions depicted represent our observations at the time and loca Ion of this exploratory hole, modified by enginee tests, ana d s a � udgm m, ent. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nlnsHnn nro anfual nn fhle In Project Name: International Corporate Campus East Sheet of 2 4 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-5 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 125' Hole Completion: ❑ Monitoring Well ❑ Piezometer F.4 Abandoned, sealed with bentonite General Notes W (%) No. Ft. Ft. Graphic Symbol Depth Ft. ' Sample logwis sosn LL =29 PL =21 PI =8 1 24.0 26.5 27.9 23.3 24.7 2 5 3 7 7 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 CL Gray lean CLAY, very soft to soft. moist to wet (Possible Colluvium) - comprised of small angular clay fragments in fine grained matrix - becomes medium stiff - becomes soft - contains 3, 1/4" sticks - mottled, trace organics, medium stiff — — — ML Dark brown to black sandy SILT, loose, moist (Possible Colluvium) -trace organics, organic odor ,o‘ . ». .i/►p i �� ti 1 wri / N if f1 /will' I Earth Consultants Inc. Ceordmkal FligIrmts, GeNottlsis & F.nvl mnmenral Sdt:ntlSA Boring Log International Corporate Campus East Tukwila, Washington Pro). No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A69 4 1 Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis an tdgrn They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of n /nrrnellnn nruoanlerl nn thlo Inn . Pro Jed Name: International Corporate Campus East Sheet of 3 4 Job No. 2579-31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-5 Drilling Contactor: Gregory Drilling Method: ' HSA Sampling Method: SPT Ground Surface Elevation: 125' Hole Completion: Monitoring Well E Plezometer El Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol aldwes wdaa logwAs sosn i i 5 1 L 18.3 33.8 6.3 5.1 6 11 55 74 SM Grades to greenish gray silty SAND, loose, wet (Possible Colluvium) -trace small gravel -small rootlets 41 42 43 44 45 ML Grades top mottled brown SILT, medium dense, wet -appears to be undisturbed 46 47 48 49 so 51 52 53 54 SM Brown silty SAND with gravel, dense to very dense, moist -contains gravel -becomes very dense 56 57 58 59 SM Grades to light brown silty SAND, very dense, moist -14% fines D. i 41 0. 444 4 iliii( i 9 Ohl 3 wr iit N ( i w miw Earth Consultants Inc. Grxxect in It Eng1ne:0s, GeNoglim & Environmental ficientlim Boring Log International Corporate Campus East Tukwila, Washington Pro). No. 2579-31 f Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I - - - • • - Plate A.7 0 • • . Boring Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory o e modified engineering s, analysis ana Judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of infrunrrseHnn nractonfnel +hie Inn bottilEMEIREMEMtem onuentes-Armsnum;,*on. otgallaMiVeRfaleffint Project Name: International Corporate Campus East Sheet of 4 4 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-5 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 125' Hole Completion: ❑ Monitoring Well ❑ Plezometer with bentonite 4 Abandoned, sealed General Notes W (%) Bows Ft. logWAs alydeiD Depth Ft. Sample Iogw/s sosn 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 dnlling. Boring backfilled with bentonite and cuttings. • ,i, 4.. PI 'A wri, \ ,, l r ` „ Earth Consultants Inc. GrorcimkflFnelnects ,G:O1OtitskFmlmnnxnmlSclrnttvs Boring Log International Corporate Campus East Tukwila, Washington Pro). No. 2579 -31 I Dwn. GLS 1 Date Aug. 2000 Checked RAC I Date 8/15/00 Plate A71 Boring Log Subsurface conditions depicted represent our observations at the time and loce ion of this exploratory hole, modified by engineering tests, analysts an udgme They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of lnnTaHnn rv000nlwd nn Ihlo Inn Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579-31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-6 Drilling Contactor: Gregory Drilling Method: ' HSA Sampling Method: SPT Ground Surface Elevation: 105' Hole Completion: Monitoring Well 0 Piezometer EA Abandoned, sealed with bentonite General Notes k/i/ (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample logwIs szsn Surface Conditions: I i ■ 10.3 14.1 14.5 15.0 26.8 10 5 5 3 14 . 1 2 3 4 5 6 7 SM Brown silty SAND with gravel, loose to medium dense, most ' . 8 9 10 11 12 13 14 15 ML Brown sandy SILT, loose, moist -contains gravel -becomes dark brown, very loose • 16 17 18 19 ML Mottled brown SILT, medium dense, moist i ; i i we/ .0'. 064( NItif ( 011, , 14 h. lif Vilil \lir,/ Earth Consultants Inc. Gcotttclinlc Enstnreis. Ccoiostus & Fnvl mnii umnil Scittultmi • rn Boring Log International Corporate Campus East Tukwila, Washington i Proj. No. 2579-31 I Own. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A72 71 Boring Log Subsurface conditions depicted represent our observations at the time and loca ion 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 sninirrnefinn nrocanfoel rn fkla Inn ■ rzftrelliciAwA ■•■*4610101111111 . POWWOW.; 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 F3 Abandoned, sealed with bentonite General Notes a? No Blows Ft. r 2 E E C7 vi z a cu u E o w IflgwAS szsn LL =39 PL =26 PI =13 5 L 0 0. 2 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 9 37 36 39 CL Grades to gray lean CLAY, very stiff, moist -trace fine sand laminations dipping at approximately 15 -20 degrees 1_, N 8 �i`I' J (Iv!, ` A� \�I Earth Consultants Inc. GxxectinIca' Fngtneem, Gro o 1s1s k FnvimnnlenMI Scientism 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 A73 fa* .J Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory ho modified by enginee t ests, ana ly sis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of Af,,r,'n GII.n rw cnr,+ d AR Ikic IM `�i;.s { .4$ ' .41 „:,Ark '44it.«if 40-40 r ieGi:04441CL .. . 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 4 Abandoned, sealed with bentonite General Notes W CA) No. Blows Ft. Graphic Symbol Depth Ft. Sample lobw /s s3sn LL =49 PL =24 P1 =25 i i 3 J 28.2 24.6 25.9 3.2 29 41 77 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 light brown silty fine SAND, very dense, moist -1/8" thick silt interbeds Boring terminated at 56.5 feet below existing grade. Groundwater seepage encountered at 45.0 feet during drilling. Boring backfilled with bentonite and cuttings. . d do._ oh. �� 3 001 `; ?10 3 I r J i r vi a Eart Consultants Inc. C,xx . Intral Pneln,:rJS. CR:ob¢LSM h Fnvlmnn cnral kytnn. Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC Date 8/15/00 I Plate A74 IANA . Boring Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, • ana an j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n /nrm.2/inn nrocan+o'I nn +hie Inn rA 'r:.�.: ✓ais:`.:'1,''.'u: +. "•ii :'ia�il:ri . .'t:.;;Yt4r;!i!a' F 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 [►1 Abandoned, sealed with bentonite General Notes W (16) No. Blows Ft. Graphic Symbol aldwes yidaa USCS Symbol Surface Conditions: a i 3 u L 15.1 11.9 10.1 10.9 11 28 62 15 78 . .i H H Nr SM Dark brown silty SAND with gravel, loose, moist (Fill) 1 ,— 2 3 4 SM Brown silty SAND, medium dense, moist (Weathered Glacial Till) - contains small gravel 5 6 7 8 9 10 11 12 SM Brown silty SAND with gravel, very dense, moist (Glacial Till) 13 14 15 16 17 18 19 SM Grades to brown sandy SILT with gravel, medium dense, wet (Glacial Till) -no recovery - becomes very dense, moist 9 ,u �,( 3 wo, N 0- 44k ill f viry Earth Consultants Inc. Gcor,%itnlral Fnglneci. O-o10 t & Fnvlmni oral ticlrnrt % Boring Log International Corporate Campus East Tukwila, Washington i $. Pro). No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A75 Rif F • Boring Log ca Subsurface conditions depicted represent our observations at the time and l Ion of thi exploratory hole modified by engineenng tests, analysis and j udgment. They are not necessarily representative o other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrmofinn nrasanfori nn Ohio Inn Project Name: International Corporate Campus East Sheet of 2 2 Job No, 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-7 Drilling Contactor: Gregory Drilling Method: • HSA Sampling .. SPT Ground Surface Elevation: 70' Hole Completion: Monitoring Well Plezometer F.4 Abandoned, sealed with bentonite General Notes W ( %) No. BIF s Graphic Symbol I Depth Ft. Sample logw/g sosn LL =30 PL =20 PI =10 3 a 5 D 5 u 0 L 9.6 9. • 18.7 41 78110" 45 ML Gray sandy SILT with gravel, dense, moist (Glacial Till) • -light seepage at 25' - becomes brown, very dense 21 22 23 24 25 26 27 28 29 j 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. D. ,n q i , 3 wri/ J ih..i,k o, 1'� N luf Na Earth Consultants Inc. �y"nk-al tlar.; Fmmnn l mralScYrnit n Boring Log International Corporate Campus East Tukwila, Washington i Proj. No. 2579 -31 Dwn. GLS I Date Aug. 2000 Checked RAC Date 8/15/00 Plate A76 Boring Log Subsurface conditions depicted represent our observations at the time and loca on of this exploratory hole modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfewrnefietro nree•nfarl nn *W el 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 I':1 Abandoned, sealed with bentonite General Notes W (°b) No. Blows Ft. Graphic 1 Symbol Depth Ft. Sample loowAs s3sn Surface Conditions: i 14.8 13.5 18.0 14.9 9.5 9 14 � �� � 9 11 ∎ ����! ► • i���' ■ . • ►i�i�i! ■ ������ ■ ∎ i • • • •�� ���i • ■ �i�i� . • � ■ ■ �j�j� • • ���j • •���j • • ►•����• • ��� • ������ �� j ! ►.�����. • • ■ • • ►.•∎• A • •� • j • � � *j • • ►• . •� • • ► ��� ►•�• • ►•�••• � 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 organics -trace brick, painted wood 2 — 3 5 10 11 12 14 15 16 18 19 — — — — d dik* ,I4h. 1,1 q ,),(k ft� - Earth Consultants Inc. Geoteci tnIcai Fnolnerm, Oi:o4oglub & Environmental Scientists 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 A77 —J Boring Log nt our observations at the time and location of this exploratory hole, modified by engineering tests, ana an � iicbmen t. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of Innreo+inn nrecnn+u.+ nn thle Inn Subsurface conditions depicted re 'Wag : °4,44,,P ", Projed Name: International Corporate Campus East Sheet of 2 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B -8 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 92' Hole Completion: ❑ Monitoring Well ❑ Piezometer M Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol 14.0 14.8 14.1 5.8 13 21 7 21 ∎ •••. �••••• i ► � �•�•�•� ►•iii ► •• •••• A • �• ► ,• • • • • 1 .�A.0 �• ii • : . ❖.•: ,. * ►•iii � ►•iii �••••j� �•• • • •• � 4. ❖. 21 22 24 25 26 2 27 28 30 31 32 33 34 35 36 37 38 39 ML Dark gray sandy SILT, medium dense, moist (Fill) -trace slag, small wood debris -large piece of wood in sampler SM Dark brown silty SAND, medium dense, moist (Fill) y ( ) -trace glass debris (blue) — — SM Brown silty SAND, loose, moist -trace gravel, trace of wood (red) SM Grades to light brown silty SAND, medium dense, moist - contains small gravel - contains interbeds of poorly graded sand — 0s p�. 441V. � $1;f1( Ea t h Consultant tel MISclInitLSA . Boring Log Tukwila, Washington Prof. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A78 peal 2 C, Boring Log nt our observations at the time and location of this exploratory hole, modified by engineering tests, analysis an iidprnent. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of fr rn10Hnn nroonn*w4 nn lhlo live Subsurface conditions depicted re 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 1 Abandoned, sealed General Notes W CM No. Ft. Ft. Graphic I Symbol aldwes 7d Ldaa !Naas s3sn i i 1 i 6.2 26 ? >:a : 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. '' ,,� ►• f ,■. .d411% d 1 j 1 1 ' + Earth Consultants Inc. 3, ' P i' lif �„ r GrAtmi,nIcal Pnglneras. Geologists & Envlmmnenral Scientism tism Boring Log International Corporate Campus East Tukwila, Washington i 1 Proj. No. 2579 -31 I Dwn GLS I Date Aug 2000 Checked RAC I Date 8/15/00 I Plate ; A79 Algal Boring Log Subsurface conditions depicted represent our observations at the time an location o this explora hole, modified by en tests analysis and fl gment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ettollnn nrocanlorl nn title Inn 411 d3034333,44.4 Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No,: B-9 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer E4 Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. IogwAs olydeao Depth Ft. Sample logwAs s3sn Surface Conditions: 1 12.7 15.3 21.1 24.0 20 9 ■ ��� •• ����� •���• • o • ��ii o o � ���! ������ o • ■ ∎ o o �• j�� • SM Brown silty SAND, very loose to loose, moist (Fill) - becomes gray - contains abundant glass fragments 2 — 3 — 4 — 7 — s SM oi st Reddish brown silty SAND, medium dense, moist (Possible Fill) -trace gravel -trace wood debris -43% fines ►i - v . �� i � i � 4 ■ � o � ► • • • ► • • ■ � • � • • . ■ 4 ►� •• ■ �•� ■ �i� +i ■ • • � 1 • • �i�� • • ►�� �� .• • • ►�� • •�� • / s 10 11 12 13 - — 14 16 17 18 19 --- OH Dark brown organic SILT, loose, moist SM Gray silty SAND, loose, wet 1 1 iPl• %. ,Ilk I �I ` �,ff � \ �' i f wrif \ %rGi Earth Consultants Inc. Gexm`c3 mica, Fngirtas.0 ofoR .41s & F.nvlmnmcnralScle:nlIst; 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 A80 Boring Log M our observations at the time and location of this exploratory hole, modified by engineering tests, ana an � idpne nt. They are not necessarily necessari representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nlnm+afinn nroa, nlard nn H1ie 4v1 Subsurface conditions depicted . w�.rxn:eue�m.:man.ma.. >.,...,.. 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 ® Abandoned, sealed with bentonite General Notes W (96) No. Blows Ft. Graphic Symbol Depth Ft. Sample IoqwAs sosn LL =15 PL =14 P1 =1 I I ' 28.1 16.9 19.9 28.8 7 1 22 24 ML Grades to mottled brown SILT with sand, loose, saturated - becomes gray, very loose, water bearing 21 22 23 24 25 SM Gray silty SAND, very 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 i I do' . 414. i r` fEarth Consultants Inc. w oe � l � / N‘ w CxorciintcolFiistixeas.Geo4ogi RFnvlmomx�nrel5ctntlsm Boring Log International Corporate Campus East Tukwila, Washington S Pro). No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A81 ram fatl Boring Log Subsurface conditions depicted represent our observations at the time and location of thise ora ole, 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 nfrwm rkn nrnoanfnrl nn fhlo 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 FA Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. IOq W A S alydeio Depth Ft. Sample logwAs s3sn 15.6 29 ' :- '.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 drilling. Boring backfilled with bentonite and cuttings. //AP ill , 1411% / 6 ll 'i i r /i v Earth Consultants Inc. Growl mIcelEnglnfs.Gr its& EnvImnmental Scirntlsts Boring Log International Corporate Campus East Tukwila, Washington Prof. No. 2579 -31 1 Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A82 Waft ..1 is 2 M 2 Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis an el? rrrent. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of m.s. r.r cnnfewl nn Shia Inn Project Name: International Corporate Campus East Sheet of 1 2 Job No. 2579 -31 Logged by: MGM Start Date: • 6/16/00 Completion Date: 6/16/00 Boring No.: B-10 Drilling Contactor: Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer E1 Abandoned, sealed with bentonite General Notes erg No. t - z Blows E v U- Ft. g en o Ina N E en Surface Conditions: - $ 0 0. �i w 0. a 12.6 11.2 10.7 24.2 •�•�•�i ML Brown sandy SILT with gravel, medium dense, moist (Possible Fill) o . : .. : 20 32 30 SM Brown silty SAND with gravel, medium dense, moist (Weathered Glacial Till) - becomes very dense (Glacial Till) . 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 ML Mottled brown SILT, medium dense to dense, moist o ,u ►•. ��� 444, � , Villi 8 � o, N 1 f NI Earth Consultants Inc. er75. t'&MINmnnxnrtlScirntIbT GcomclmlcalFngfi Cr n Boring Log International Corporate Campus East Tukwila, Washington 2 Pro). No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A83 WWI „r4 1 j Boring Log Subsurface conditions depicted represent our observations at the time and loca ion o th is exploratory hale modified by engineenng 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 nfnrmoflnn nr000nforl nn this: 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 W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample IogWAS s3sn LL =46 PL =24 P1=22 • • 3 9 3 u a 29.3 23 24.8 14 24 31 CL Gray lean CLAY, stiff, moist - -massive 21 -- 22 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. ,di►'_ I mi d/ 0. , I44. Ea Consultants Inc. Cxxxrd nlra' Fn Caoln & FnvImnnnenral SclmrtiA Boring Log International Corporate Campus East Tukwila, Washington S Proj. No. 2579 -31 I Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A84 Boring Log Subsurface conditions depicted represent our observations at the time and loca ion 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 nfnrrnvlinn nroeontoel nn fhia 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 ❑ Plezometer M Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: LL =30 PL =19 PI =11 a D. d L 30.1 29 30.0 23.2 26.7 1 1 2 3 3 ∎i ►������� IT& ►Jjj GM Brown silty GRAVEL with sand, medium dense, moist (Fill), comprised of angular gravel ML Brown SILT, very loose, moist (Possible Fill) 2 — • / 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 s 6 7 8 9 10 11 12 13 14 15 16 17 18 19 — i i , ,a► . 0. 'I4 p 1,41( ,o mri N Ulf MO J Earth Consultants Inc. Gcortttlinical Fngln`c:'s, Grobglsi.14 Emil 1cYrnHSn Boring Log International Corporate Campus East Tukwila, Washington i 1 Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 Plate A85 d —a Boring Log Subsurface conditions depicted represen t our o b se rvations a the time and locatio of this e>rploratory hole, modified by englneenny tests, analysts an I udgment. They are not necessarily of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nfnrtnofnn nr000nlorl nn thief 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 4 Abandoned, sealed with bentonite General Notes W (90 � No. Blows Ft. Graphic Symbol aidwes "3A yidaa Iogw /S sosn LL =38 PL =26 P1 =12 D D. L 29,8 11.1 24.4 20.7 2 68 45 45 % � CL Gray lean CLAY, very soft, moist to wet (Possible Colluvium) • - becomes dark brown 21 SM Brown silty SAND with gravel, dense to very dense, moist 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 ML Grades to brown SILT, dense, moist - contains vertical laminations, iron oxide staining along laminations -light seepage in sand pocket at 35' - contains 1/4" thick vertical sand laminations -trace gravel — D. 4 ,,,I•_ i 41 3 WO $,►. 'ilk 1 b orn Earth Consultants Inc. \if', m0 - link8i Fnglnerss,Geoinglsts& Environmental SO: gists Boring Log International Corporate Campus East Tukwila, Washington 1 Pro). No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A86 I Boring Log Subsurface conditions depicted represe nt our observations at the time and location o this exploratory • hole, m odi fi ed by engineering tests, anatysis and iidgme They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of rn.,,,olinn nrooanfarl nn lhlo Irv, 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: E Monitoring Well D Piezometer [XI Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol i 5 D. g 1 12.6 9.0 . 73110' 80 H . SM Brown silty SAND with gravel, wry dense, moist -contains pockets of wet sand • 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 'Pi IV 44 , ( 4 Ohl k t 3 w0 i N igy mjw Earth Consultants Inc. Grixtct inIcal Fnglnecni, GcNostiti & EnvIronmenral Sclmtists Boring Log International Corporate Campus East Tukwila, Washington i 1 Proj. No. 2579-31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 [ Plate A Mal I • 4 4 1 Boring Log Subsurface conditions depicted represent our observations e time and on or s exploratory o e, m ent. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of e fireman+ or( •hlo Inn +#411410, Icr VW, 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 No. G Graphic Symbol Depth Ft. Sample lo4WAs sosn Surface Conditions: 2.5" of Asphalt LL =34 PL =25 2 20.7 1 1 H H *4 M N H 1 ML B Brown SILT, very loose, moist (Possible Fill) 2 — — - 3 • 4 ML M Mottled brown SILT, very loose, moist (Possible Colluvium) 5 6 - 7 8 - — u�a FW • Boring Log Subsurface conditions depict ed re esent our observations at the time and location of this exploratory hole, modified by engineering tests, anafysls 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 /nn a /Inn nracnnfal nn lhla Inn 4G:M1ej,i:fS} ; 3 Vi 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.: 6-12 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 130' Hole Completion: ❑ Monitoring Well ❑ Piezometer 07 Abandoned, sealed with bentonite General Notes W ( %) Bows Ft. Graphic Symbol Depth Ft. Sample IogwAS s3sn 1 ' i i 48.4 15.4 26.7 14.2 2 10 11 13 / �� 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 CL -ML Greenish gray lean CLAY, very soft, wet, massive, does not appear disturbed ML Dark brown SILT with organics, very loose, moist ML Mottled brown sandy SILT with gravel, very loose to loose - becomes loose to medium dense 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 ,�� ►' 0 141)4. , , m om Earth Consultants Inc. 1 wr )/ (I J'r MiW GrmtectInk.`al Pngine:ra:.. Geologists k Pnvlmnmenral Scientists ( 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 A89 OMR Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis an judgment, dgmenThey are notn + �rily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of InfetrrnafInn nrocanfoel r Project Name: International Corporate Campus East Sheet of 3 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No,: B-12 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 130' Hole Completion: ❑ Monitoring Well ❑ Piezometer with bentonite 4 Abandoned, sealed General Notes W (%) No. Blows Ft. Graphic Symbol aldwes 'Id yudaa iaiw /s s3sn i 9 6 , L 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 witting grade. Groundwater seepage encountered at 35.0 feet during dnlling. Boring backfilled with bentonite and cuttings. 3 ,0■• f • ,,,►V 3 �� i +1f /rrl Earth Consultants Inc. Pi' \ 'f // \�� CKxxrcl inlraIFnphxci &Cwx gttiARFnvlrcxmxnraltictrntlirs Boring Log International Corporate Campus East Tukwila, Washington Pro). No. 2579 -31 I Dwn. GLS ( Date Aug. 2000 Checked RAC I Date 8/15/00 A90 PANI PIM Boring Log Subsurface conditions depicted represent our observations at the time and location of this expl hole m by en t ests, analysis an iidgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of Inrmefinn nroeanfe,,f nn Ihle Ines Vsx'�' �"�"A`' i t+ :'�LiY'+lktwati�Lr`j� Project Name: International Corporate Campus East Sheet of 1 4 Job No, 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-13 Drilling Contactor: Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Plezometer 4 Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. Graphic Symbol Depth Ft. Sample logwAs sosn Surface Conditions: Gravel Parking Area I 16.2 25.1 25.5 29.6 31.1 3�i 2 2 2 2 00 • 000c OOKX: r 1� 2 3 4— 6 7 a 9 10 11 12 13 14 15 16 17 18 19 GM Brown silty GRAVEL, dense, moist (Fill) ML Brown SILT with sand, very loose, moist (Possible Fill) -trace small gravel 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 ML Blue gray SILT, very loose, moist to wet, massive ML Brown sandy SILT, very loose, moist - contains organic charred wood -trace small gravel ,u►•. i�l. 41W 101 k ly lafJ Earth Consultants Inc. 4, Niof \tiw Cc:oteciml og FivIneeis, Geoentstil & FinvIm menral Scennin Boring Log International Corporate Campus East Tukwila, Washington i Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC Date 8/15/00 I Plate A91 f�1 Oft 4 Boring Log Subsurface conditions depicted represent our observations at the time and location of thIs exploratory hole, modified by eng(neering tests, ana an j udgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or Interpretation by others of n /nrmoHnn nreoonfurl nn fhlo Inn ?r�er+non4rnvzrrrvrsea %re cap +:+r+fs�z:�,svra+astraNlti 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 ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. Graphic Symbol Depth Ft. Sample IogwAs s3sn 21.2 13.9 10.0 9.1 31 13 76/10" 76/10" 46 - 21 22 24 SM Blue gray silty SAND with gravel, dense, moist to wet - recovered only small sample --- 25 26 27 28 29 ML Grades to brown sandy SILT, medium dense, wet -trace small gravel 30 31 32 33 34 SM Grades to silty SAND with gravel, very dense, wet 35 36 37 38 39 SM Brown silty SAND, very dense, moist -trace gravel -thin silt interbeds, becomes dense -34% fines 4/0)• ». , A ,i\ ' � ' &Jj, ii! `M,`J Earth Consultants Inc. GcarclmkalFnSheAs ,GniosLtin &FnvimnnxnMl Scientists 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 A92 Posh INNS Boring Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole, modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or Interpretation by others of nfnnnmll■n nroconfar1 nn +hla Inn x+ »r..w ... mxas +gr:r�r;+ro+,.snxia:vaY# . 1 Protect Name: International Corporate Campus East Sheet of 3 4 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-13 Drilling Contactor: Gregory Drilling Method: • NSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Plezometer F1 Abandoned, sealed with bentonite General Notes No. Blows Ft. Graphic Symbol Depth Ft. Sample loo W AS s :sn LL =56 PL =26 P1=30 10.8 23 19.4 27.6 30 73 47 . 41 42 43 44 46 47 48 49 50 51 52 53 54 55 56 57 58 59 SM Light brown silty SAND, medium dense to dense, moist - contains silt and poorly graded sand interbed -trace gravel CH Grades to brown fat CLAY, hard, moist (Older Colluvium) - highly fractured, comprised of angular clay fragments in silt / clay matrix -trace gravel -trace pockets of sand - becomes blue gray, massive at 50' - 51' - becomes brown, highly fractured - comprised of angular clay fragments in silt / clay matrix, some of the fragments contain laminations, others are massive - moderate seepage at 55' — — _ — ML Brown SILT, dense, moist - contains vertical interbed of saturated, poorly graded sand ,o►s. imt 411V, �1 �1 � 0 /0) Earth Consultants Inc. nenral5clrnn,n Cr %N P 1 . tss , Gobstsis&envlmnx ki cxrx ag Boring Log International Corporate Campus East Tukwila, Washington Prof. No. 2579 -31 I Own. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate . A93 l c. a 0 Boring Log 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 nlnrmefInn rvoconfael nn fklc Inn Subsurface conditions depicted re Project Name: International Corporate Campus East Sheet of 4 4 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-13 Drilling Contactor: Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: rrte�,, Well ❑ Piezometer Ibl Abandoned, sealed with bentonite • Monitoring General Notes W 06) No. Blows Ft. Graphic Symbol Depth Ft. Sample 1ogwAs sosn I • s i f 1 , 6.9 51 f [ III ML Brown sandy SILT with gravel, wry dense, moist ' .. • 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 dnlling. Boring backfilled with bentonite and cuttings. i i , ,�►-. f � ► . , /4►�� 4f 1,f ) Earth Consultants Inc. � e \ ifir Alp Gexxrc.Ninlral Wilms, Geologists & nvironment.Scientists 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 A94 Boring Log location of this eploratory hole, modified by engineering tests, ana an pm They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of Innaflnn nroeor+forf nn fhlo Inn ".. a ra tt i( } .�i{�,t `. " .4.•4i i .x.14,4 • 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 aldwes id lode° logwAs szsn Surface Conditions: Depth of Topsoil & Duff 6" i i i i 24.3 • �.S ♦� •ii ••*• • .... • �.. • : 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. i i,l'. 0, 411k > ��� � � ( dill' Eal Earth Consultants Inc. I/ `I Cr.ofecilnical Fnglnrlis .CccNnRLstS&EnNmnnh:noN:iO: mists 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 A95 i'I Test Pit Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, ana an j udgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or Interpretation by others of nfn•nvfnn niacon /art nn Ihic !nn i'w �6VM[YM0IMW.,IO R. V.: %VfTV.YEAH3!WM 0.MlaxaulYYiM.. �MM+ �tw�+! 1�MOK• tni1?YCIYN!I�SIWAM�'QRNPdN111M4 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 (%) v a : .a 0 L „ a o "- o 2 n Surface Conditions: a L 1. 1 L7 18.0 • •.:• • • . . • • • •ii• 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 — 5 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 excavation. • 1 D, ,p ih. 4411, n i e 1 `,, Earth Consultants Inc. 8 mot Null er Gcottct tnk-alFnglrx:as,C: gLin &Fnvlmnmenrtltidrnrin Test Pit Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/31/00 Plate A96 , d tan pay l4 PIA 1..0'1 Test Pit Log Subsurface conditions depicted represent our observations at the time and loca on of this exploratory 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 nfnrrnaflnn nraefantarl nn thief 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 -4 Excavation Contactor. Client Provided Ground Surface Elevation: Notes: General Notes W (96) Graphic Symbol Depth Ft. Sample IocW4S sosn Surface Conditions: Depth of Topsoil & Duff 18 ": branches a 3 7 3 u D • • � • TPSL Duff and roots to 18" • ♦� ���`�� SM Gray silty fine to medium SAND with gravel, loose, wet (Fill) - occasional wood debris -large concrete rubbles obstruction • 1 • • • • •�� A 6 �: �i Test pit terminated at 6.5 feet below existing grade. No groundwater encountered during excavation. • ,, i rl ,0 1', Ii4 . `` e n 1 Earth Consultants Inc. idt N IVY \ Ce: cxrdeniralVngineeax. cn,Iosi.sin & FiwNmnnxnral >hycnnsn Test Pit Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 Own. GLS Date Aug. 2000 Checked RAC Date 8/31/00 Plate A97 I ._ Test Pit Log Subsurface conditions depicted represent our observations at the time and loce Ion of this exploratory hole modified by engineering tests, ana and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrmotinn nrnoon4ael nn Ohio Inn 4..4A:444 , , • 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 (%) loowt(s olydejp Depth FL Sample USCS Symbol Surface Conditions: Depth of Topsoil & Duff 6" 3 3 . L a 16.5 38.3 � � • • • • •*•i �•�♦� �•. • • • • •• �� •• • •i ii • • • • • • • •• .. SM Light brown silty fine to medium SAND with gravel, loose, moist to wet (Fill) -increasing coarse sand, fill 9 1-- 4 5 ._ 6 ML Gray SILT, medium dense, moist, varved (Native) 7 8 9 Test pit terminated at 9.0 feet below existing grade. No groundwater encountered during excavation. d $ .0'. � 1 0, i 44 Earth Consultants Inc. \ivy/ , �j� Cn- arginIcalFngfit enx. Cr .ologLi* &Envtrauirnralkyrnrlir; Test Pit Log International Co orate. Campus East Tukwila, Washington 0 . Proj. No. 2579 -31 I own. GLS Date Aug. 2000 Checked RAC Date 8/31/00 Plate A98 Subsu conditions depicted renrespnt our observations at the time and location of this exploratory hole. modified by engineering tests, analysis and if 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 nfnrn+allnn rwoconfdl nn Ihic Inn NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 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 il Graphic Symbol aidweS LOKI 7� USCS Symbol Surface Conditions: Depth of Topsoil & Duff 6" 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 4 Test pit terminated at 6.0 feet below existing grade. No groundwater encountered during excavation. • 40 "4 .. r. 4. Iii r , ._th c E a rt h , Inc. IllE Test Pit Log International Corporate Campus East rn Tukwila, Washington 1 Proj. No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC 1 Date 8/31/00 Plate A99 4- Test Pit Log Subsurface conditions depicted represent our observations at the time and loca Ion of this exploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or Interpretation by others of InInrmofInn nroconfonl nn thIc Inn " ,•14 ......1...riat>.'*;; 1, .444 , , w4 4` BORING NO. 10 Logged By AM 8/20/88 ELEV 73' Date Graph CS Soil Description Depth Sam (N) Blows Ft. ( 4 4 :tit 1i1ii : 1iui:ii . • • •• � . 4 A •4 . sm Black si lty SAND, some medium gravel, damp, medium dense "fill" _ - 1.0 - - ' 8/23/88 _J_ I I ] 12 11 11 9 33 29 46 75 6 18 20 12 15 23 20 25 qu= 2.25tsf as_tt ► . ■■•∎ ►❖. ■ i��.•�i• .. �* i����• • � ∎•�• .. . ... E11►Y >i4 ML Gray sandy SILT, trace clay and gravel, Y Y . Y g damp to moist, medium dense p Pieces of logs coming up in cuttings " fill" P *. *44 ► •••• �•• •.• ►0.�*** ► o � • . • . • . � . 4 • � �4,4,4,4 4 sm _ - __gavel s Gray -brown silty SAND, trace fine gravel and wood, moist to damp, medium Brown fine SAND, some silt, damp, loose "fill" n�rrr+r e. w o.Nz. rovew7 . • � : ••••, •;:;.� :�:�'� .:•• �:•�: •: ... ,: •; •. ' � sm - -- Sp' SM Brown -gray mottled silty SAND, trace gravel, damp to moist, dense - 20 _ 2 5 - Z - - --30 - - 35 -- - - - - - - - -- Grayish -brown fine SAND, some silt, wet, medium dense to dense Grayish brown fine SAND, some silt, wet, dense - becomes very dense Continued ` \ � 1 � I . % l ilk V Earth Consultants Inc. • Geotechnical Engineering and Geology BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. No2579 -13 Date Sept' 88 Plate A100 f I I caw , "a f„a .,, ^;.( amxrnN+. �LSi? d! X!441'r,'A+N,nt!!Yi"liSftTT?Tt[ pug st�Mr'.uicA�n PV 1..V. rnn.;N'ett!N Aft..00TP -1u!n M. re+iYN.Cr1441 tlePAVn Logged Date BORING By AM NO. 101 ELEV 73' I 8/20/88 Graph CS So il Description Depth Sa (N) Blows Ft. ( W ) •. • s, _ _ Sp SM Grayish brown fine SAND, some silt, wet,_ verY dense 67 23 —15 Gray to gray -brown fine SAND, wet, very dense I 70 22 —50 Y�I�f� Gray fine silty SAND, wet, very dense I 91 32 --55 : Gray fine to medium SAND, some SILT, very dense _ _ [ 69 21 GO - 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 P � Earth EAST MARGINAL WAY CORPORATE PARK otvi,4!9 Consultants Inc. Geotechnical Engineering and Geology KING COUNTY, WASHINGTON Proj. No.2579 -13 1 L Date Sept' 88 1 l1ate A101 pug st�Mr'.uicA�n PV 1..V. rnn.;N'ett!N Aft..00TP -1u!n M. re+iYN.Cr1441 tlePAVn BORING NO. 102 Logged By AM ELEV. 118'± Date 8/20/88 Graph CS So il Description Depth Sample (N) Blows Ft. (oW) ►..... r ►•O. ❖• ► ❖.O� ...•.• ► ❖.• ❖*, ► 4$ ...•.,. v.v. . ►..••• • •��••! •••••• •••• .... • • i ! 4 iiiit i: i :iii: i i iii:iitiii :i:iiiiJ uii i iIij _ :: • 8 • ❖ ❖4 ••.... •••• •.•.• .. •♦...• . i ❖. ❖. . ❖. ❖. •..•• . ..... ••••• .•••.. ,. ❖. ••• . • • •! . ❖•• .•• 4 •••:, sm ,. - m sm sp Black silty SAND, some gravel, trace black glassy material, dry, medium " dense "fill" Gray -blue sandy SILT, trace wood chunks, moist, medium dense "fill" Black silty SAD, trace gravel and g fi S , i di d reen ne AND most, meum ense " f i l l " Black .sandy SILT trace gravel and organics, damp to moist, loose "fill" Black to brown silty SAND, trace glassy material and wood fragments, damp to moist, loose "fill" Tan fine SAND trace silt, dry to dam d — — - - -- 5 —10 - - .-15 - —20 _ - _ - —25 — - _ I 11 13 14 6 7 48 11 19 18 2 0 20 20 8 Continued c ik 1 • 'T• ii ■ Earth I,y Consultants Inc. • Geotechnical Engineering and Geology BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. No25 -1 3 I Date Sept' Iate Ab02 • ��i.n551:��wE * r7h/0' -, ,k ., .1 1 Y.. ILHMfiL < 1 1+T Logged Date BORING By AM NO. 102 ELEV 1181± 8/20/88 Graph CS S Description Depth Depth (ft.) Sample (N) Blows Ft. I •:�• '�:�• sp •.•.••.::::� sm Gray fine SAND and .silty SAND damp, medium dense — — li 30 16 • '�•'•' :'�' 40 sm Brown silty fine SAND with thin silt — lenses moist, dense — I 31 19 _ ..� -- - - - - -- —45 — .. sp Gray fine SAND, damp, dense — 48 8 •; ..•::: ---- 50 . • — if: 43 8 '��•• 55 • • •:•:; • • — T 53 8 Boring terminated at 59 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with cuttings and bentonite cap. Subsurface conditions depicted represeht our observations at the time and location of this exploratory hole, modified by engineering tests, analysis, and judgement. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of . Information presented on this log. BORING LOG / h , EAST MARGINAL WAY CORPORATE PARK t i Earth � �,v Consultants Inc. �'• KING COUNTY, WASHINGTON Geotechnical Engineering and Geology Proj. No.2579 -13 I Date Sept' 88 Iate A103 ��i.n551:��wE * r7h/0' -, ,k ., .1 1 Y.. ILHMfiL < 1 1+T LL LLJ I:Li ILA ELI iJ NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT is DUE TO THE QUALITY OF THE DOCUMENT. 7- 1 ::-,L131 4 tom Owl _.a APPENDIX B LABORATORY TESTING RESULTS E- 2579 -44 Earth Consultants, Inc. • Z w 6 g , o U co C3 W= J • u. W 2 J lL < w • W Z � I— 0 Z I— U � O — ❑ H' — u j • 0 -0 o O F- Z WSw y N J z CC w W 2 0 cc y U) J Z W W 1. Z00• COO . b0 0 Z w N U) 2 a 0 900' 800' 1.0• ZO' CO' t 90' 00Z 001. 08 09 09 Ot" OE OZ 91. 08 0 0 I- 0 N o m PERCENT COARSER BY WEIGHT 0 M 0 N 0 o co 0 0 u, 0 f0 1 I r r �-' r / 0 v PERCENT FINER BY WEIGHT Earth Consultants Inc. O N 0 M Geolechnical Engineers, Ge oIoglsts & Environmental Sdentists ProJ, No2579 -44' Drwn. GLS I Date 1/3/03 .tr.; fA;r • O O 0 ro O 0 0 LOO• ZOO' E00' P00' 900' 800' LO• zo' EO• b0' 90' 80' L' CC w E' 2 — 5 9'z 8' w L crfr Z Z CD b 9 8 0L OZ OE Oh 09 08 00 L 00Z OOE w z LL w N cc Q 0 U N W -I CO CO 0 U U y H W 0 `0 ca `o t; and >. La CY; 0 Pci L-+ I P-1 cn N .7 GRAIN SIZE ANALYSES International Corporate Campus East Tukwila, Washington Checked RAC I Date Jan .2003 I Plate 131 [.s L 2 f z_ W N a Z Q C7 O 100 Z00' 'COO' .b00' 900' 800' L0' Z0' CO' b0' 90' 00Z 001 08 09 09 Ob OE OZ 9L 0 ti 9 ZL 0 0 0 0 N 0 co PERCENT COARSER BY WEIGHT 0 0 n 0 v 0 CD 0 U, o 0 0 N • a I F 0 a 0 M PERCENT FINER BY WEIGHT o 0 0 m 0 0 0 e 0, LOW ZOO' E00' 400' 900' 800' L0' Z0' CO' b0' 90' 80' L' CC Z'F W E' � J b' 9' 2 8' w L co 2 Q Z C7 E b 9 8 O1 OZ OE 017 09 08 001 OOZ 00E W 6: W N cc 4 0 0 W LL co W J m 0 C, Proj. No2579 -441 Drwn. GLS Earth Consultants Inc. Geotechnical Engineers, Geologists & Environmental Scientists J a J J U N a >- W O 00 M O N P.4 t\ O Pa H GRAIN SIZE ANALYSES International Corporate Campus East Tukwila, Washington I Date Jan .2003 Checked RAC j Date 1/3/03 I Plate B2 0 C) C) CD Q CD CI (*) 4 " m c) 1 .-t l J 0 r SIEVE ANALYSIS SIZE OF OPENING IN INCHES 1 NUMBER OF MESH PER INCH, U.S. STANDARD _ 100 90 80 m m 70 z 71 60 z (T1 D3 50 w 40 m G) 30 20 10 " Q m� m p rD O O O 0 0 0 0 O a M N ;-7- r cy(i M N M d to rD CO .- 0. 1 11 1 I III I I_ 1 I Q �0. II III q 0 O O O M N O O O O 00 tD O O V O 0 a CD V M N M N r 0 O GRAIN SIZE IN MILLIMETERS ' • 0 LC) •ct r) N n� 0 0 0 0 O O N O � 0 0 0 0 0 0 p 0 0 0. O O 0 0 r CO CD O 0 0 ' 0 0 O 0 0 O N O O COBBLES COARSE 1 FINE GRAVEL COARSE] MEDIUM J FINE SAND FINES 10 20 30 40 50 60 70 80 90 100 O O KEY Boring or Test Pit No. 0 B -4 6 B -5 ❑ T3 -8 DEPTH (ft.) 30 SM 55 SM 5 SM US DESCRIPTION Brown silty SAND Brown silty SAND Dark gray silty SAND HYDROMETER ANALYSIS 1 GRAIN SIZE IN MM Moisture Content ( %) 9.0 5.1 13.5 LL PL NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. r INV CD C) CD Q C) et- CD r•1 W rr H h+• G) • 0 z3 ) C) O £ b R) O tn H su w rr i CD 04 rr n o tla cn Pa cn rr SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH, U.S. STANDARD N . - Y - 1' c v � v 44. m 100 90 80 70 60 50 40 30 20 10 0 O O 0 0 0 0 0 O 0 0 O COW Q M N N O CO CD O 0 O r 0 CY C d t� CD 0 M N r CC) CO Q M N GRAIN SIZE IN MILLIMETERS O O Cr) 0 '- oo in • 0 0 M N 0 O 0 O ca a Co O O O O O O O 00 N O O N O O 0 0 CO O O 0 0 O 0 0 ILII 0 r .4. r h r I COBBLES COARSE 1 FINE GRAVEL COARSE 1 MEDIUM FINE SAND FINES 10 20 30 40 50 60 70 80 90 100 O O KEY Boring or Test Pit No. 0 B -9 B -13 B -15 B -16 DEPTH 10 35 30 2.5 SIEVE ANALYSIS USCS SM SM SP -SM SM DESCRIPTION Reddish brown silty SAND Brown silty SAND Brown poorly graded SAND with silt and gravel Gray silty SAND 1 HYDROMETER ANALYSIS GRAIN SIZE IN MM Moisture Content ( %) LL PL NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Key Boring/ Test Pit Depth (ft) Soil Closeification USCS L.L. P.L. PI. Natural Water Content • • ■ 0 4 0 B -5 20 Gray lean CLAY CL 29 21 8 24.0 B -6 20 Brown SILT ML 39 26 13 24.9 B -6 45 Dark brown lean CLAY CL 49 24 25 24.6 B -7 30 Gray lean CLAY CL 20 30 10 18.7 B -9 25 Gray SILT with sand ML 15 14 1 16.9 B -10 20 Gray lean CLAY CL 46 24 22 29.3 100 80 x 60 w z 20 0 CL- ML n 0 • A -Line 20 40 LIQUID LIMIT 60 80 I00 Earth Consultants Inc. Geotedi nkal Engineers. Geologls*s & Environmental Scientists Atterberg Limits Test Data International Corporate Campus East Tukwila, Washington Proj. No.2579 -31 I Date Aug . 2000 1Pate B5 cif •9 o ■ t ern, �rw.vt >x:c•„xv: d.��,.,t� i d�trf•r ^5x rr, t,•d;!4f+tt ,.:,. ' :,.��. • a ; ».._Y ��}•M Asm,pg„*. itt P`• v., Key Boring/ T 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 (A. • »., 100 80 x 60 w z 20 LIQUID LIMIT 0 Earth Consultants Inc. Georechnld Engineers. Geo ogLsts & Envhorunental scientists Atterberg Limits Test Data International Corporate Campus East Tukwila, Washington Proj. No. 2579 -311 Date Aug .2000 IPlate . B6 e "--- A -Line CO 0 • 10 a Co ibraC) L- ML 20 40 60 80 IC (A. • »., 100 80 x 60 w z 20 LIQUID LIMIT 0 Earth Consultants Inc. Georechnld Engineers. Geo ogLsts & Envhorunental scientists Atterberg Limits Test Data International Corporate Campus East Tukwila, Washington Proj. No. 2579 -311 Date Aug .2000 IPlate . B6 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. • • • • • Geotechnical Engineering Earthwork Observation & Testing Services Geological Services Laboratory Testing: Construction Materials Engineering & Inspection Environmental Services Earth Consultants, inc., a subsidiary of U.S. Laboratories, Inc., is a consulting geotechnical, environmental, and materials engineering firm specializing in providing high quality services, which are economical and responsive. Our multidisciplined approach includes a broad base of services which include: ' 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 -075 12500 Tukwila International Boulevard 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. Steven M. Mullet, Mayor 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. 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 13, 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, Stefania Spencer Permit Technician Xc: Permit File No. D03 - 075 Bob Benedicto, Building Official • 6300 Soutltcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206 - 431 -3665 v�s�r.xNr sLitrti� ..:p?+IM:tuna.�+�ti:Xx ur ' 4 RCUa�.tii+�*d +Icyt6 * �t.rm.' ;ice ". .. ' 4ia.+v..�:di }g. NeGit}'wY+..:t` 1.410i4A:... December 3, 2003 City of Tukwila Department of Community Development Steve Lancaster, Director David Leng Sabey Construction Inc 12201 Tukwila International Blvd, 4 Floor Tukwila, WA 98168 RE: CORRECTION LETTER #1 to Revision #1 Development Permit Application Numbers D03 -075 Department of Homeland Security —12500 Tukwila International Blvd. Dear David: This letter is to inform you of corrections that must be addressed before your development permit(s) 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, Fire, and Planning Departments have no comments. Public Works Department: Mike Cusick, at (206) 433 -2441, if you have any questions regarding the attached memo. 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 throueh the mail or by a messenmer service. If you have any questions, please contact me at (206) 433 -7165. Sincerely, Stefarfia Spencer Permit Technician encl xc: File No. D03 -075 Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 PUBLIC WORKS DEPARTMENT COMMENTS DATE: November 25, 2003 PROJECT: INS - Retaining Wall PERMIT NO: D03 -075 PLAN REVIEWER: (P:Laurie Admin/Mike /Comments D03 -075) Contact Mike Cusick at (206) 433 -2441 if you have any questions regarding the following comments. .Plan Comments 1) Provide benchmark data on the plan sheet. 2) Provide top of wall elevations on the sections of the wall (not just gridline elevations). 3) Minimum footing drain size is 6" for Earth 'Consultant drawings. November 17, 2003 City of Tukwila Department of Community Development Steve Lancaster, Director Mr. Ralph Hagler Sabey Construction Inc. 12201 Tukwila International Blvd, 4` Floor Tukwila, WA 98168 -5121 RE: Request for Extension — Permit No. D03 -075 — DHS Project Dear Ralph: This letter is in response to your written request for an extension to Permit No. D03 -075. Based on the information received, the City of Tukwila Building Division will be extending you permit to May 10, 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. Sincerely, Robert Benedicto Building Official /sks File: Permit No. D03 -075 Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 SAB EY CONSTRUCTION Hand delivered November 07, 2003 City of Tukwila ATTN: Bob Benedicto 6300 Southcenter Blvd Tukwila, WA 98188 RE: Permit for Concrete Retaining Wall for D03 -075 DHS project Dear Bob: This letter is to request extension for permit D03 -075 due to revisions to design of this wall to an Ultra Block with concrete cap from a concrete retaining wall. See Lance Mueller & Assoates drawings, Immigration and Naturalization Services sheet S1 and DHS Ultra Block wall H -1 sheet 1,3 and 4. Sincerely, Sabey Construction Inc. Ralph Hagler Senior VP Development Direct 206/277 -5217 Cell 206/419 -0915 Email RalphH @S bey. O ts)1 1.5 )1,reA"e/( OD Jett iaIZiova3 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 RECEIVED ere OF TUKWILA N OV 0 6 2003 PERMIT CENTER :10.11,114 .. Lu:......-. n. �a' a... u�.: ..::1.rre:.�'.�L.'.aliR::nita:wi iii: L' nYA; itu :.+:�•ru.:':rk:.is:::i'i'1.'3i n.�, 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 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director z _I re 2 J U U rn Co ILI J F— WO g a = • d I- al Z = F—. F— O Z F- LU U o O - • F- • Call the City Of Tukwila Permit Center at (206) 431 -3670 to arrange for the next or final w U inspection. �O This inspection is intended to determine if substantial work has been accomplished since issuance of the permit Z or last inspection; or if the project should be considered abandoned. W N U =. If such determination is made, the Building Code does allow the Building Official to approve a one -time ~O '-- extension up to 180 days. Extension requests must be in writing and provide satisfactory reasons why Z 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 November 25, 2003, your permit will become null and void and any further work on the project will require a new permit and associated fees. Octdber 7; 2003 Stanley Paulus 12201 Tukwila International Blvd, Fourth Floor Tukwila, Wa 98168 RE: Permit Application No. D03 -075 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: Thank you for your cooperation in this matter. Sincerely, 11-flia-oce•c; Aae-oteu. Stefania Spencer Permit Technician Xc: Permit File No. D03 -075 Bob Benedicto, Building Official 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206- 431 -3665 >a Reid i iddleton April 14, 2003 File No. 26 -03- 005 - 003 -02 Mr. Bob Benedicto City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - Final Submittal Immigration and Naturalization Service (D03 -075) Dear Mr. Benedicto: 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 are one complete set of the structural drawings (bound with the originally submitted Grading Plan) and an additional copy of revised Sheet SI. We are also forwarding the structural calculations, geotechnical report, and correspondence from the structural and geotechnical engineers for your records. If you have any questions or require any additional clarification, please call. Sincerely, Reid Mid•leton, Inc. Philip ' Brazil, P.E., S.E. Senior Engineer vls\26se\planrevw\tukwila\03\t003r2.doc\prb cc: Haynes Lund, Sabey Corporation Robert Raichle, Engineers Northwest Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 April 8, 2003 Haynes Lund 12201 Tukwila International Bl 4th Floor Tukwila, WA 98168 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, Brenda Holt Permit Coordinator end kewek c: File No. D03 -060 File No. D03 -075 Guy of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98/88 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665 STRUCTURAL ENGINEERS — 6869 WOODLAWN AVE. N. E., SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 March 31, 2003 CITY OF TUKWILA 3600 Southcenter Blvd., Suite 100 Tukwila, WA 98188 ATTN: Mr. Bob Benedicto RE: Building Permit Plan Review Immigration and Naturalization Service (D03 -075) Mr. Bob Benedicto: Attached are new drawings and calculations, which have been slightly revised to match the soils report. Per your item #3, I recalculated the sliding ignoring the friction. This increased the key depth. If you have any questions, please do not hesitate to call. Sincerely, ENGINEERS NO'THWEST, INC., P.S. obert Raichle, Jr., P.E. President RR:tn ENW Project No. 02110000 E N4\/ ENGINEERS NORTHWEST, INC., P.S. RECEI MAR 3 1 2003 LANCE MUELLER & ASSOC APR 7 2003 • I REID MIDDLETON f Subject: Reference: Earth Consultants, Inc. c;cr NC' Ilniral Ia1}incti rti (k Ok Iinvircmnu•nu I Sc hl ( H lnI('IInn . I'tNoI1g & ICI%O \V. \I O II1tiIMY'Ih111 Srr\9('r:ti March 31, 2003 E- 2579 -44 Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168 -5121 Attention: Mr. Haynes Lund Dear Mr. Lund: Response to Review Comments Proposed INS Seattle District Office Tukwila, Washington Reid Middleton Review Comments March 20, 2003 In accordance with your request, Earth Consultants, Inc. (ECI) has reviewed the referenced review comments. The pertinent comments related to the geotechnical criteria are provided below, followed by our response. a) Design criteria for the use of 16" diameter augercast piles. The table on page 12 of the report includes criteria for 18" minimum diameter piles. b) Allowable lateral passive earth pressure (i.e., against the side of the grade beam). The calculations assume 250 pcf. c) Allowable lateral friction factor (i.e., against the base of the grade beam). The calculations assume 0.35. d) As an alternate to Items (b) and (c), recommendations for the use of the lateral pile capacities in the determination of required lateral support for the retaining wall. 1805 136th Place N.E., Suite 201, Bellevue, WA 98005 Bellevue (425) 643 -3780 FAX (425) 746 -0860 Toll Free (888) 739 -6670 Established 1973 Comment 2 — Several geotechnical design criteria are assumed in the structural calculations that do not appear to be recommended in the geotechnical report by Earth Consultants, Inc. The geotechnical engineer should submit a letter verifying the following: Sabey Corporation March 31, 2003 ECI Response — The following geotechnical criteria can be considered for the cast -in- place concrete retaining walls. Sincerely, Principal RAC /kce E- 2579 -44 Page 2 a) For sixteen (16) inch diameter augercast cast piles, an allowable capacity of fifty (50) tons (compression) can be assumed for piles that are embedded at least ten (10) feet into the bearing strata. b) An allowable passive pressure of 250 pcf can be assumed for the retaining wall grade beam, provided the grade beam is adequately keyed -in below the final exterior grade, and is backfilled with structural fill. c) An allowable lateral friction factor of 0.35 along the sides of pile supported grade beams can be assumed for resisting the retaining wall lateral forces. Friction along the base of pile supported grade beams, however, should be neglected. d) For resisting lateral loads of the retaining wall, the allowable lateral loading of the sixteen (16) inch diameter augercast piles can be assumed to be 3 tons for 0.5 inch deflection, and 7 tons for 1.0 inch deflection (free head condition). For design purposes, the point of first zero deflection of the pile can be assumed at a depth of 10 feet below the top of the pile. We trust the above geotechnical design criteria for the retaining wall meets the requirements of the design review. If you have any questions, or if additional information is required, please call. EARTH CONSULT Kyle R. Campbe Earth Consultants, Inc. l Reid iddleton March 20, 2003 File No. 26 -03- 005- 003 -01 Mr. Bob Benedicto City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - First Submittal Immigration and Naturalization Service (D03 -075) Dear Mr. Benedicto: MAR 2 1 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 structural and 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. Several geotechnical design criteria are assumed in the structural calculations that do not appear to be recommended in the geotechnical report by Earth Consultants, Inc. The geotechnical engineer should submit a letter verifying the following: a) Design criteria for the use of 16" diameter augercast piles. The table on page 12 of the report includes criteria for 18" minimum diameter piles. b) Allowable lateral passive earth pressure (i.e., against the side of the grade beam). The calculations assume 250 pcf. c) Allowable lateral friction factor (i.e., against the base of the grade beam). The calculations assume 0.35. d) As an alternate to Items (b) and (c), recommendations for the use of the lateral pile capacities in the determination of required lateral support for the retaining wall. 3. Substantiating data should be submitted to verify the capacity of the retaining wall to support lateral earth pressure, based on the mechanism recommended by the geotechnical engineer. Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 :+:::.t.'.:M21C.0 �" • r: Ww.. ti. w: U.`. ei :.it' • • d Mr. Bob Bendicto City of Tukwila March 20, 2003 File No. 26 -03- 005- 003 -01 Page 2 Corrections and comments made during the review process do not relieve the project applicant or designer from compliance with code requirements, conditions of approval, 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 R. Brazil, P.E., S.E. Senior Engineer vls\26se \planrevw \tukwi la \03 \t003r 1.doc \prb cc: Haynes Lund, Sabey Corporation Robert Raichle, Engineers Northwest Reid iddleton March 11, 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 Concrete Retaining Wall — D03 -075 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. Sincerely, Qom- A/32-6F- Brenda Holt, Permit Coordinator encl xc: Permit File No. D03 -075 Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665 DEPARTMENTS: Building Division Public Works Complete Documents /routing slIp.doc 2 -28.02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP L ACTIVITY NUMBER: D03 -075 DATE: 12 -12 -03 PROJECT NAME: DHS BUILDING - RETAINING WALL SITE ADDRESS: 12500 TUKWILA INTERNATIONAL BLVD Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # I Revision #after /before permit is issued Fire Prevention ❑ Structural �• G I L �1 - 03 Incomplete ❑ REVIEWER'S INITIALS: PERMIT COORD COPY Planning Division ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 12 -16 -03 Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS R WING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 01 -13 -04 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 4 a c? 'r'• ..k; a, 74 i'ti�iA "id�;i�^f .L� =6: ;t�$Y t x ✓.'� ii'�r :� kt`'ti �M' -!, � i4 ,r �. t. 4; .. ACTIVITY NUMBER: D03 -075' DATE: 11 -07 -03 PROJECT NAME: DEPARTMENT OF HOMELAND SECURITY SITE ADDRESS: 12500 TUKWILA INTERNATIONAL BL Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 1 after /before permit is issuer DEPARTMENTS: Buildi [i;] PERMIT COORD CORY PLAN REVIEW /ROUTING SLIP Public Works ()ink!' , , Structural ,Ma 1 n/L 11 -13'3 Fire Prevention IC Planning Divisidn Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 11 -13 -03 Complete Q 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 ROyTING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: REVIEWER'S INITIALS: Documents /routing slip.doc 2-28-02 PERMIT COORD COPY DUE DATE: 12 -11 -03 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Notation: DATE: Permit Center Use Only CORRECTION LETTER MAILED: l Z� 3 ,v Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW Staff Initials: ,; n. �:�tia .;�:z: fi!"Flthi,d Lt hRMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D03 -075 DATE: 03 -06 -03 PROJECT NAME: INS — CONCRETE RETAINING WALL SITE ADDRESS: 12500 TUKWILA INTERNATIONAL BL X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: Bu it i is on r ig Fire Prevention 0 Pumv p it _ 71.3 Stryctural��� REVIEWER'S INITIALS: Documents /routing slip.doc 2 -28 -02 PERMIT COORD COPY 012- 41e2 1' /-61 Planning Division Permit Coordinator A DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 03 -11 -03 Complete ffd 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 RO9TING: Please Route [ Structural Review Required Et/No further Review Required ❑ REVIEWER'S INITIALS: DATE: DUE DATE: 04 -08 -03 APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Lei" Notation: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 44 Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW' Staff Initials: • MEMO to D03 -075 September 1, 2004 This permit was originally issued for a small section of cast -in -place concrete retaining wall in a "Modular Block" style wall. On November 7, 2003 a revision was submitted to change the cast -in -place section to "Modular Block" construction. The revision also incorporated the walls originally permitted under D03- 060 and added some walls. Permit D03 -060 was eventually expired, see Memo to D03- 060 for details, and the walls have been attached to this permit D03 -075. Revision No. ' Date Received I Staff Initials I Date Issued Staff Initials i Summary of Revision: Received By: Received By: Revision No. Date Received Staff Initials Date Initials Issued i Summary of Revision: Received By: PROJECT NAME: 3WS• //0 Site Address: /Sao ''It .1I Revision • No. Summary of Revision: / 4.1 e G1. /(/L C{J zei t,,e-4(.677Z 11/t eP6aek6 � G?il�Gx Received By: Revision No. Summary of Revision: Revision No. Summary of Revision: Date Received a lp 40,1 -7-op Date Received Date Received oa REVISION LOG /2 a- a%z: Staff Initials 4 Staff Initials Staff Initials Received By: PERMIT NO:. De l e r ° 451.. X, Original Issue Date: Received By: Date Issued - Staff Initials d?. a v rq KL/ (ple se print) Date Issued Date Issued (please print) (please print) (please print) please prin t �e Staff Initials Staff Initials ism 11/26/03 WED 11:53 FAX 206 281 0920 ,pwCu, fir ,) l e k 4 1908 Sabey Corporation 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: /c;7 $1 O Summary of Revision: Project Name: Project Address: Contact Person: Response to Incomplete Letter # Response to Correction Letter # 1 Revision # r after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner .Plan Check/Permit Number: 303 " 6 75 1 1\15 - (1 v\i t c..1 LL /.2.5 44 - 44/0,. 7,J.1 1- /4 Phone Number: ..196 - j _ g tar -5//6/v/7 4• nezi,4.6 of c J" A- . 4/6,0 H1177/ 1Ct / /<SC� .4 /t/ S /2 - Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: SOS ,. Entered in Permits Plus on iz -iZ-e3 � c E OOH, A 9 08/06/03 lQ 005 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: l l (01 05 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # g i Revision # 01 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Otiga•.a- r",.,r.' -r ...7, /4- S gc , Ziiy Project Address: 1250 I ....lc wIT (1 "I'APrr.-%. n/aT, -v.v, ( (7�,44 Contact Person: Optv ei (,ANG1 Phone Number: 206/ 211 - L>27 Summary of Revision: 126.ci C a", C•1t r• { w Q -c1 #. 6 • C �1ti ci_ I- L(LT�L4 14 v c./c, gAli \Mt 4-t. \e‘4 1 111 C •PX0-1s re dA,Ifi NA/A.C. is 1f -(" Sheet Number(s): l '3 C-( .qq 5 "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 ,' 7-6)3 Plan Check/Permit Number: 00 0 3 - 5^ N� k 0 pFA 2043 -7/70 A 08/06/03 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: May 2, 2003 City of Tukwila ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued Department of Community Development Steve Lancaster, Director Plan Check/Permit Number: D03-075 Project Name: INS Concrete Retaining Wall Project Address: 12500 Tukwila International Blvd Contact Person: Haynes Lund, A.I.A. Phone Number: 206.277.5219 Summary of Revision: 1. Letter from Earth Consultants, Inc., Response to Review Comments, dated 3/31/03 2. Structural Calculations by Engineers Northwest, Inc., INS Site Retaining Walls, revised on 3/31/03 c Entered in Sierra on .5'Z`d 3 PERMIT CENTER RECEIVED CITY OF TUKWILA MAY - 2 2003 Sheet Number(s): 4 5 E DMus(A145 5ugM Ly7133 +)& 'PO3 -047O rbR. 1. +4 Received at the City of Tukwila Permit Center by: c Steven M. Mullet, Mayor 6300 Southcenter Bouleuard, Suite #100 ! Tukwila, Washington 98188 ! (206) 431 -3670 ! (206) 431 -3665 'tw:wlui:iN fi EXPIRATION DATE 12 -31 -2003 DATE ISSUED 12/20/2002 LICENSE NUMBER 03 -242 FEE PAID $100.00 SALES TAX CODE No. 1729 CITY CLERK F625- 051 -0(10 (Sl97) DEPARTMENT OF LABOR AND INDUSTRIES REGISTERED AS PROVIDED BY LAW AS CONST.CONT GENERAL REGIST � •EXP: DATE CCO1 ''8ABEYC1033KM O1 /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 - AC - ENS - E 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. Z w re 6 JU U W - W g Q N F... W Z = t— O ZF— 0 O 51 • F- W W � LL .. Z W U = O ~ z F625- O52.00O (3/97) F625•052 -000 (8197) DEPARTMENT OF LABOR AND I pUSTRIES • REGISTERED AS:PROVIDED BY LAW AS CONST GENERAL Detach And Display Certificate T � .: '�) {• �F: rv'i1,r '•t'I J )'�: ,r�''T'z j+j� :i.i�'ri'.;. :'�t.. -1 ; -.REGIST -,# j ,• •�F,.XP . :DATE CC01' SABEYi��03 b'I/06/2005 ' 'EFFECTIVE DATE 05/14/1997 SABEY CONSTRUCTION 'INC= . • •: � • 12201 TUKWILA .INT'L BLVD 4TH FLOOR • SEATTLE WA 98168 -5121 REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL . . .L AR.EGIST. # EXP. DATE CCO1' SABEYCI033KM 01/06/2005 EFFECTIVE DATE 05/14/1997 SABEY CONSTRUCTION INC • 12201 TUKWILA INT'L BLVD 4TH FLOOR SEATTLE WA 98168 =5121 Signature Issued by DEPARTMENT OF LABOR AND INDUSTRIES Please Remove And Sign Identification Card Before Placing In Billfold --• Itse200.00' 1■27.50' buT52'43 11.2214,01 u4s.or rdraror I I I I I I 1 1 I SEE SHEET 2 FOR WALL. 'A' ftNwm.••■•■f 4.111. 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Ire i 2. 10.00 BENCH t1LOCX TOP 90100 —+- — 1- I i • I APPROX GR FACE OF W MIN DEPTH' cc WALL BELOW GR AIDE OX GRADE T RAC( OF IN MILL 'C1-1' SCALE: 1 HORZ 1 VERT 0+50 =0 la 11 10.00 — 1110 400 161 VIALJ4 'C' ..41 90 WALL APEA 1408 SF 110 100 so WALI_ L ) 0+00 AOPROX GRADE T F4� OF WALL '1 i . 1 i . 1 1 i 1 I I i i 1 ---- — --- • — 12- 41M32/ scam •••■ T Oft BL TOP APPROX ADE A T OP SACS OF WALL 1 t • J • - , it 't■fij ,• I - „ r r 1 , r cri 1.1, 7 T 1 Li .11 MIN BELO, 0+00 0+50 ,f'TH OF WALL GRADE 0+50 DOOR ,A DON BLOCK t FOR EI_EV=102100 104 WALL •C•,....■■•1114 - - - 0 SlED. CASNG 202 P LE SCALE. 1 .30 HORZ 1 10' YEW' 1+00 1+50 100.00 (P4 NON ----- MN DEP1H IF vuku... BELOW GRACE ACALE:1 /10R2 1.10 *ERT t•000 10 l ao 1+50 1+00 ExtS T thx..N.aL +S. 1 ".- : i .-- ...-' . 1 t - -6112110IJON- aME - 100 • 90 045 I CAVID EVANS arm ASSOC! 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L-T T.- I -" T r 1 1 r . _—_Li IL I I I ■ liL I -r ; . • 1 I -`1 1 - r I f 171 T APPROX MADE A FACE OF WALL WIN DEPTH OF WALL BELOW !,ADE 0+50 7.50 145 0.4 1+00 WALL 'G-1' PROFILE ; SCALE I4ORZ CH-80 r.10 VERT 1 1000 APPROX GRADE ATI FAC1 OF WALL ' 90 C2) AWN DEPTH Of WALL. BELOW GRADE 1 100 - ••• h- WALL G- t 1+50 81.00c0UT FOR DOOR LOCATION ELEV=102.50 t 65.00 Ri.216 00 At• 2212' 48 1 - ' - ' il'•U 1 t! 5: L 1 1_ 7 _ r f 2+00 110 WALL AFEA 2313 SF 100 90 APPROX GRAPE AT FACE OF 11AAl MIN DEPTH OF WALL BELOW GRADE 0+00 '5 00 3.96 293 m 2+50 1 4 .1_,I „_____I_L T I_i ' 1_,_ II i 1 --- rt' I"; r• I v 1 i - 7 -- T . I - r-'-7 _ _.1 .. - l 1 ! LT I AI t _ ' 1 i L . 1 1 , - T 1 T i 1 , 1 1 , 1 - --L-----r , 1 , 1 i 41 -1 T -L--1-- I T 1--i- -, i- r 1 T -7 1 1 I . _ i I M --T - i T -- T , 11 I T I L - 7 - ' 1-. - 1 4i 1 ' --. ' Li- "7-j-1 T l -..A. , 1 1 T i , t 1 '1 . L_I • I. .I il. . i T _1 7 _ T i 1 i '1 11 4 i.. , I I I . - , i 1 T ' J. . —4-4--4- 1 :- .----i-----4---i- - ! I 1 WALL AFEA 14283 SF 1 3+00 92 50 APPROX MADE AT TOP BACK OF WALL 0+50 1+00 1 ALL 'G' PRm ILE 1 723 65 35 30 R-315.00 tP675'15' 3+50 SC • ...30 • HORZ *=10' VERT I II 4+00 1 120 100 4+50 170.00 APPROX GRADE OF WALL WIN DEPTH OF WALL eac 'GRADE 5+50 10 I 25.00 R 230.00 6.613'41 WALL 'G-G' 'G-4' PROFILE 5CALE: r 30' NORZ : .10 VERT 0+00 0+5C 1+00 0 6+00 WALL AREA 950 SF 50.00 va) 6+50 7+00 CONC FLIER 1 110 100 WAL.r. ').1* 70 60 T.11.11.. DAVID EVANS AND ASSOCIATES INC. 1020 w lilenne View Dom SW, 200 EVROS Illminhrsion 99201 Phan* 425 299.090 INCOVITIEC 711 - AV A I 30 LAKESIDE • SEATTLE, WA 98122 • 206 325 2553 • L isald10,01WISOIRIPISIIIMIIIIILL-40-fiumgcr-11111#-00...dow 0-01,-4110, Mew 611.11114, I . F. INC. 1.S IK L.s Mi. S. Mi. S . GENERAL NOTES THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE CODE: UNIFORM BUILDING CODE -- 1997 EDITION - ASTM'S LATEST EDITION OSHA STANDARDS THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR AU PREOVISIONS OF THE CURRENT OSHA STANDARDS. THE GENERAL CONTRACTOR SHALL REVIEW THESE STRUCTURAL DRAWINGS FOR ANY NONCOMPLIANCE WITH OSHA STANDARDS, TAKING INTO ACCOUNT THE GENERAL CONTRACOTR'S MEANS AND METHODS. THE GENERAL CONTRACTOR SHALL INFORM ENW OF AN" NONCOMPLIANCE SOT HE DR,",w;NGS MAY BE MODIFIED FOR COMPLIANCE PRIOR TO CONSTRUCTION. THE GENERAL CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND METHODS AS WELL AS JOBSITE SAFETY ON THIS PROJECT. FOUNDATION THE FOUNDATION WAS DESIGNED WITH AN ALLOWABLE SOIL BEARING CAPACITY OF 3000 PSF AND 50TON X 16 DIAMETER AUGER CAST PILES IN ACCORDANCE WITH SOILS REPORT PREPARED BY EARTH CONSULTANTS. PREPARE THE SITE PER SOILS ENGINEER'S RECOMMENDATIONS BEAR ALL FOOTINGS AND SLABS ON PROPERLY PREPARED NATIVE SOILS OR ON COMPACTED STRUCTURAL FILL, SEE SOILS REPORT. COMPACT ALL STRUCTURAL FILL AND BACKFILL PER SOILS ENGINEER'S RECOMMENDATIONS. DETERMINE MAXIMUM DENSITY BY ASTM 0 - EXTEND ALL EXTERIOR FOOTINGS 18' MIN. BELOW FINAL FINISHED GRADE. SEE ARCH. AND SOILS REPORT FOR SLAB ON GRADE UNDERLAYMENT. CAST _ 1'c = 3000 PSI FOR ALL CAST - IN - PLACE - CONCRETE. F'c =4000 FOR ALL STRENGTH DESIGN METHOD USED. CONCRETE MAY BE PROPORTIONED ON THE IBASIS OFTIMATE FIELD EXPERIENCE AND TRIAL MIXTURES AS DESCRIBED IN COOS. AND DATA AS REQUIRED FOR EACH METHOD. MIXING AND PLACING OF ALL O CONCRE T TE I AND SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH THE UBC AND ACI CODE 318. PROPORTION AGGREGATE TO CEMENT TO PRODUCE A DENSE WORKABLE MIX WITH 4" MAXIMUM SLUMP WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. SEE SPECIFICATIONS FOR ADMIXTURES. PROVIDE 5% + 1 -1/2% TOTAL AIR CONTENT FOR CONCRETE EXPOSED TO FREEZING AND THAWING EXPOSURES. LIMIT WATER - CEMENT RATIO TO .45 AND USE TYPE V CEMENT WHERE CONCRETE IS EXPOSED TO SOIL CONTAINING WATER SOLUBLE SULFATE IN EXCESS OF .2X. ADO NO WATER AT SITE. WATER REDUCING OR SUPERPLASTICIZING ADMIXTURES MAY BE USED TO INCREASE WORKABILITY WITHOUT 1NCREASI4G WATER - CEMENT RATIO OF DESIGN MIX SUBMITTAL. SEE SPECIFICATIONS FOR CURING 3/4' CHAMFER ALL EXPOSED CONCRETE EDGES UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. REI NFORcp Q STEEL USE DEFORMED CONCRETE REINFORCING STEEL CONFORMING WITH ASTM A615, GRADE 60 (fy =60.000 psi). LAP CONTINUOUS REINFORCING BARS 36 BARDIAMETERS, 2'--0' MINIMUM, UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS (? ' -0 MIN. BEND) FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH 'ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES'. WELDED WIRE FABRIC (WV() TO CONFORM WITH ASTM A185. REINFORCING HOOKS TO COMPLY WITH STANDARD AC1 HOOKS EXCEPT STIRRUPS AND TIES SHALL HAVE 135 DEGREE ACI SEISMIC HOOKS. COVER TO REINFORCEMENT: NONCASST AGAINST D AND PERMANENTLY EXPOSED D TO EARTH (INCHES) FORMED SURFACES 3 EXPOSED TO EARTH OR WEATHER #6 AND LARGER NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROU D� SMALLER 1 -1/2 SLABS. WALLS, JOISTS 14 AND LARGER 1 -1/2 BEAMS, COLUMNS 11 APD -LER 3/4 PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS 1 -1/2 PRESTRESSED CAST -IN -PLACE CONCRETE (APPLIES TO PRESTRESSED AND NONSTRESSED REINFORCEMENT, DUCTS AND END FITTINGS) CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH FORMED SURFACES 3 EXPOSED TO EARTH OR WEATHER SLABS. WALLS. JOISTS 1 OTHER MEMBERS 1-1/2 NOT END TO WEATHER OR IN CONTACT WITH GROUND SLABS. WALLS, JOISTS 3/4 BEAMS. COLUMNS PRIMARY REINFORCEMENT 1 -1/2 TIES, STIRRUPS, SPIRALS 1 umHT GAGE STEEL FRAMIQ AS NOTED ON PLANS. 14 & 16 GAGE SHALL CONFORM TO ASTM 446, GRADE D. 18 GAGE b LIGHTER SHALL CONFORM TO ASTI4 446, GRADE A. LIGHT GAGE FRAMING TO HAVE THE FOLLOWING MINIMUM PROPERTIES: CALLOUT SIZE GAGE I(IN4) S(IN3) A(IN2) ry(IN) CSX14 6X2 -1/2 14 4.847 1.617 0.860 C6X18 6X1 - 5/8 18 2.406 0.803 0.358 0.585 CW3 5/8X18 3 -5/8X2 18 0.855 0.472 0.328 0.749 PROVIDE BRIDGING PER MANUFACTURER'S STANDARDS INSPECTIONS INSPECTIONS ARE TO BE PER UBC CHAPTER 17 AND ARE TO BE BY AN INDEPENDENT TESTING LAB. FOUNDATION: CONCRETE: INSPECT FOOTING EXCAVATIONS AND PROVIDE COMPACTION TESTS. TAKE CONCRETE CYLINDERS AS REQUIRED BY CODE, VERIFY SLUMP, STRENGTH. AIR CONTENT, PLAMENT OF COMECT I ONS AND ANCHOR BOLTS. VERIFY THAT ALL REINFORCING IS PLACED IN ACCORDANCE WITH APPROVED PLANS. HECK FOR REQUIRED COVER, SIZE. GRADE. AND SPACING. SHOP DRAWINGS SUBMIT 2 SETS OF PRINTS AND 1 SET OF REPRODUCIBLE SEPIAS OF SHOP DRAWINGS TO ENGINEER FOR REVIEW AFTER CONTRACTOR HAS REVIEWED 8 STAMPED FOR COMPLIANCE AND PRIOR TO FABRICATION FOR: REINFORCING. "SHOP DRAWINGS ARE AN ERECTION AID. AND STRUCTURAL DRAW 1 NGS SHALL TAKE PRECEDENT OVER THE SHOP DRAWINGS...*. REINFORCING: 6EYIATNOIiIS ARCH. BAL. BTWIN . B. OR BOT. BLDG. B.O.C.A. = BUILDING OFFICIALS CODE ADMINISTRATORS BRG. = BEARING C.Y.U. _ ATE MASONRY COL. UNIT = COLUMN CONS. = CONCRETE C.I.P. = CAST IN PLACE SLR. = CLEAR CONT. « CONTIMx US C.S.J. = CONSTRUCTION JOINT CLOSURE STRIP JOINT D.S. = DRAG STRUT OWLS. DRAWING EA. = EACH E.E. = EACH END EL. OR ELEV . = ELE!AT I ON E.N.W. OR ENW = ENGINEERS NORTHWEST E . F E. = EACH FACE E.J. = EXPANSION JO :NT EQ. = EOUAL E.S. = EACH SIDE E.W. EACH WAY F.O.C. = FACE OF G NCRETE ' . O . S . is FACE OF STIRS F.O.W = FACE OF WALL FTG. = FOOTING GA. GALV. = HOT DIP GALVANIZED G.W.B. = GYPSUM MALL BOARD h. OR HORIZ. « HORIZONTAL I . C . B . O . = I NTERNAT I ON AL CONFERENCE OF BUILDING OFFICIALS = INSIDE FACE = INCLUDING _ INSIDE FACE = K :P ;!000 POUNDS) _ i WAv = 1E 44 BL . LD: NC PP'L : ER a IIETA, ROOF S;PPL I ER = ARCHITECT = BALANCE = BETWEEN = BOTTOM = BUILDING • N.F. N.T.S. o/c O.F. O.S. O.T.O. REINF. REM. R.O. SECT. SIM. S.J. STL. SYW. S.W. T. T.O.B. T.O.S. T.O.F. TYP. U.9.C. U.N.O. VFY . V. OR VERT. V =.F. V.E r. V.I.F. V N.F . = NEAR FACE = NOT TO SCALE = ON CENTER = OUTSIDE FACE = OUTSIDE = OUT TO OUT = REINFORCING = REMAINDER = ROUGH OPENING = SECTION = SIMILAR s SHR I NKAGE JOINT = STEEL = SYMiETR I CAL = SHEAR WALL OR SHORT WAY « TOP OF BEAM = TOP OF STEEL TOP OF SLAB = TOP OF FOOTING OR (FRAMING) = TYPICAL AT ALL SIMILAR PLACES = UNIFORM BUILDING CODE « NOTED OTHERWISE « VERIFY = VERT 1 CAL = VERTICAL FAR FACE = VERTICAL EACH FACE = VERTICAL. INSIDE FACE s VERTICAL NEAR FACE = VERRT I CAL OUTSIDE FACE = WITH =WITHOUT « WELD HEAD STUD AT = CENTER LINE = PLATE SEE CML DRAWINGS FOR I( A WALL ELEVATIONS & SECTIONS. 10 -30 -03 - SITE PLAN 5' -8' • NORTH N.T.S. 8" �, R 0 Y J WEEP HOLES 12" • L fr #5 • 12 o /c, VERT. #4 • 16 "o /c, HORIZ. VEHICAL LOAD =6000, • 18' WALK SEE #4 • 16 "o /c, VERT. V -BARS / • 16 c EA FACE HORIZ. TOP BAR r--- • 18 o/c TOP • BOT. TYPICAL RETAINiNG WALL 1 6' AMER CAST PUS 50Ion ./4 -0 11ERT. s #3 . 1r % D ELEVATION A VERIFY ALL GRADES & WALL ELEVATIONS. TYPE B C RE e - H 7' -4" 10' -4" 13' -4" ING WALL SCHE. E V BA 16" 30' 42" 1 3- 31--03 DELETE L= � s DELETE 10-30-03 S #7• • 18 o/c • 1 2"o /c THUS, r M • 1 1 — TOP OF FTG. TOP BAR FTG #6 • 18 "o /c 0 • 9 •7 • ro/c I I 4- 4 A A C N M A T E • T • * 1 * 130 LAKESIDE • SEATTLE, WA 98122 • 206 325 2553 SABEY CORPORATION IMMIGRATION AND NATURALIZATION SERVICE SEATTLE DISTRICT OFFICE 17500 71KYALA MTERNATION,4L gyp. SEATTLE, WASHINGTON isms 6! Q4 ammo be e4wr,RE awe RETAINING WALL, SECTIc!'4 .. . - NOTE Emma rir■ t. III.T.:1F ' a:A11111.1111.1 I` •.1 ■�� imion r MEM E DATE MILE DATE SWEET 51 -- is "I YJ c G • If r l i _SHEET INDEX C1 00' . Ssrf ''LAN G2 TFS•: ANL DRAINAC•f PLAN ' *ALL 'A G7 GRADN.:. PLAN OF< *A; i 'A' L BUILDING 2■ • N i I A' LEAST ONE WEEK PEFORE BEGINNING CONSTRUCTION. CON ACT P'.►BLIC WORKS UT1LIIES INSPECTOR AND SCHEDULE 4 PRECONSTRVCTION MEETING 2 NOTIFY THE UTILITIES INSPECTOR AT 2D6 433-0179 AT LEAST 48 HOURS BEFORE STARTING PROJECT SITE WORK 3 BY REQUEST CALLING A PUBLIC WORKS 206- 433 - -0179 uTILITY INSPECTION 41 EAST 24 HOURS IN ADVANCE 4 5 6 7 8 THE CONTRACTOR SHALL MAINTAIN A CURREN' SET OF RECORD DRAMNCS ON -SITE 9 THE CONTRACTOR SHALL PRO■,1DE RELURC DRAWINGS PRIOR T O PROJEC FINAL APPROVAL 10 THE CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC WORKS APPROVAL BEFORE IMPLEMENTATION I1. THE CONTRACTOR SMALL REPLACE, OR RELOCATE -1L, SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. <LWS GENERAL NOTeS I fl THE. CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR *ORKEF SAFETY, AND DAMAGE TO STRUCTURES AND 'M °ROVEMENTS RESULTING FROM LONSTRUCT!ON OPERATIONS THE CONTRACTOR SHALL HAVE THE PT.RMIT(S) AND COND!TON•i. THE APPROVED PLANS, AND A CURRENT COPY OF C!`Y OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCT1ON STANDARDS AVAILABLE AT THE J08 SITE. AL_ WORK SHALL CONFORM TO THESE AP PROVED DRAWINGS. qNY CHANGES FROM THE APPROVED PLANS REQUIRE PRE- APPROvAL FRO44 THE OWNER THE ENGINEER, AND THE %1.Y OF TUKWILA A_- METHODS AND MATERIALS SHALL MEET CiT' OF TUKIMLA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE APPROVED BY THE PUBLIC wl)Rl S DIRECTOR t� 1 WORK awing r• .0■10110 41.1111=1" 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 ALL 'A' rr 400 010101. .r ..r .r r .DWG 2 ti 12. ALL WORK 4N0 MATERIALS SHALL BE IN ACCORDANCE MAT- THE 'STANDARC SPECIFICATIONS FOR ROAD, !BRIDGE. AND MUNICIPAL CONSTRUCTION, WASHINGTON STATE DEFARTMENT OF TRANSPORTATION AND AMERICAN PUBUC WORKS ASSOCIATION. WASHINGTON STATE CHAPTER, 2002 EDITION. TOGETHER WITH THE LATEST EDITION OF THE CITY OF TUKWILA 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 ACTIVITY. 14. ALL LOCATIONS OF EXISTING UTILITIES SHOWN HEREON HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FR06.1 AVAILABLE RECORDS AND SFIOuLD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COIAPLETE. IT tS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN, AND TO FURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN OF THIS PLAN. THE CONTRACTOR SHALL CONTACT THE UTTUTIES UNDERGROUND LOCATION SERVICE (1- 600 -424- 5555) PRIOR TO CONSTRUCTION. THE OWNER OR HIS REPRESENTATIVE SHALL BE !IIMEDIATELY CONTACTED IF A UTIUTY CONFLICT EXISTS. r LRAM OF WORK • ammo r • f• i ■ ' • r BILD/Nlp 24-06 DA1U t EAST ONE - QUARTER QUARTER SECTION 9. T23N,R4E, WM TOP OF 2 PIPE */BRASS CAP I C/�L.L tli1J1Y LOCA L YOU DIO 1-000-424-5555 i 1 l PROJECT DATUUa14.45 PROJECT DATUM =ETA NAVD + 038 FEET L C..1^ .. :1;• • ollj L - __'• - - VICINFTY MAP 0 c =F LT: j — �' "rte - _ - _ _ _."'� -� w'a y NO SCALE 0 20 40 60 120 GM MIME • :he Pubic "Illz Wirt!' C7^Tra T and r-_ y DAVID EVANS AND ASSOC IATES mac. T620 W warm `per. Drive Suit 2.): Eve. *hr4tor 9626 P*uor e 425 259 `091. LANCE MUELLER £ ASSOCIATES r► a c N u T E c Y• • Ai a 130 LAKESIDE • 'SEATTLE. WA 98122 • 206 325 2553 SLBEY CORPORATION DEPARTMENT OF HOMELAND SECURITY OFFICE SEATTLE DIONIICT 12500 /11311LA INTERNAMONAL BLVD.. ATILE WASHINGTON Mem DASCOZZ 411118ft Iv 1 ieo/61♦ sew •7..'�►, CPIERALL SITE PLAN FOR WALL 'A' j I. # , 101P110 RIM i 1, 10 DATE . ND. ISSUE DATE =TM . • sfi T SFEET G1 1111C 31CL • - CFEx,ST36. THE EFCSI,IN wAN!ON ANL SEDIMEN CON'ROI (ESC) MEAD RES ON THE APPROVED PLAN' ARE MINIMUM ki 1X'IPE ME N 2 B!'ORt dF(:INNItiC ANY CONSTRtt;TION A; TIV1'Y, ESTABL■SH THE CLEARING LIMITS AN:) INSTAL. CONSTRUCTION ENTR11N, I 3 HFr1A+ >N'' GG OUM! DISTuR'BAN.r OCClir?S, ALE DOWN= TR; AM vROSION PRE VENTION ANC SEJ!%4r\ CONTROL MEASukEC \iSCI rl.;'.T BE .1:3NSTRuCTro AND IN 9 iNS!ALL ANU MAINTAIN ALL ESC MEASURE A,:'ORDING TO THE ES: .• Ak 4 ESC. MEASURES. INCLJD!NIL, A,t PE RIME TER . .ON!Ra . SHAL REMAIN IN PI ACE UNTIL FINAL SITE ONSTRUCT3N .j COMP,E 1 ,(1 ANL PERMANENT STAB!.! ?a'I;N IS ESTABLSHEC, 5 rapt., MAY 1 THROUGH SEF'EMpEG 3� ✓ROv1DE 1EMPORAR- AND PERMANENT COVER MEASLREN '3 PROTECT DISTURBED ARi A`. THAT WI I rEiNAIN UNWURKEE' FON SEVEN DAYS ON MORE e CPC ();,TUBER ; THROUGH AFR►, 3G PROvI)E TE MP"*AQ AND PERMANENT COW'? MEASURES '6 PROTECT DISTURBED AREAS THAT VM;: REMAIN UNWORKED OR rWC DAYS JR MORE :N ADDITION TO COVER MEASURE. THE CONTRACTOR SHALL PROTECT STOCKPI_ES AND CL'' AN. PILL SLOPES W UNWORKED FOR MO2E •HAN 12 HOURS. STOCKPILE, ON SA, ENOU(;» COVER MaYE4 A. S TO C JVfR ALL DISTURBED AREAS 7 a• OCTOBER C. SEED AU AREAS THAT 1ML'- REMAr, 'JNWORKET DURING THE WET SEASON (OCTOBIJ 1 THROUGH APRIL 30) 0.4■ CH ALL SEEUED AREAS Ei THE !MPLEMENTAT!ON TF THESE I L ANS ANC THE :_ONSTPL TIUN, MAINTENANCE. RE AND UPGRADING OF ;r•iESL TESC FACT. TIE`. IS 'HE RESPONSIBILITY OF :HE APPLICANT /TESL SUPERVISOR UNTIL ALL CONSTRUCTION IS APPROVED S A FOS STREAMGUARD INSERT' OR LOUA, SHALL BE INSTALLED IN ALL CATCH BASINS AD..ACEN' '0 OR RECEIVING DRAINAGE , IOW FROM NEARBY WORK AREAS 10 THE TESC r AC!LiTIES SHOWN ON THIS PLAN MUST BE CONSTRUCTED PRIOR T G OR N CONJUNCTION WITH ALL S+TE ;MPRJVEMENTS TC THE EXISTING BULD!NGS SO AS TO ENSURE THAT THE TRANSPORT OF SEDIMENT TO SURFACE WATERS, DRAINAGE SYSTEMS, ANC: AC.;ACENT PROPERTIES IS MINIMIZED. 11 4NY AREA NEEDINC TESC MEASL-RE_; NCI REQUIR'NG IMMEDIATE ATTENTION, SHALL BE ADDRESSED WITHIN F" TEEN (15) DAYS 12 HI TES:. FACILITIES ON 'NAC SITES SHALL BE INSPECTED AND MAINTAINED A MINIMUM OF ONCE A MONTH OR MTHIN 48 HOURS FOLLOWING' A STDRM EVENT 13 AT NO TIME SHALL MORE THAN ONE ;I) 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 WATER 'NTC THE DOWNSTREAM SYSTEM 14 WHERE 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 DUST 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. NI2 S4, 0. TEIPCFIARY SOL 6TOCKPLE (22" HMO AIM cv scr STORM INLET =15.60 0 Sdt . 34 - • N . 0 3 \ CO- , ,- / , '- / "' .�_ \, - . �� F ` _ _ _ � '44,_ l2 ` % �' 1 3 So► J!1if ! Y aaaw as mrs mat minim "mamma as , • S !, r_ Sl ___I __p_ s T9R r - - - - 9Cuo CJ•=68 40 - - 4=64.40 C -; STORM PIPE OUTLET PROTECTION •�� EXIST IE CONC BLOCK BARRIER LIMITS OF STOCKPILE '.S'.� 0 403 •4 01.1."11. 3 � \SF s7U4tM NE C!L TErr - i lE =20.60 `- j �. xIST CB RIM =16.21 IE=9.O0 36' • 5 f ✓� / - -/ - t_ 173 pPc a3 OUTLET IE =18.07 � C io "2 4 r� ti GR =20.20 lE =15.20 LF S • • EXIST 36. N72 • s -o 4ox --es c -1 TYPE r CE 9 -1 / TYPE i _ --- •E=3r.SG - - - -- `�► _ -- 1 � , EY 5( g.,0-- . .r • • 1' cx'ST T E ,A4cH DRAIN x f EXIST C13 RIM= 7,75 1E =9.69 EX 36' OUT IE =11 19 18' IN S 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. t ' -N i SOUL COVER =27 �C ' tE =23.70 UTILITY NOTES ALI. TREND EXCAVATION OPERATIONS SHALL MEET OR EXCEED ALL APPLICABLE ';HORINC LAWS FOR TRENCHES ALL TRENCH SA ETY SYSTEMS SHALL MEET WISHA REQUIREMENTS nit sEOUaCe 1. PRE - CONSTRUCTION MEETING. 2 FLAG 02 FENCE CLEARING LIMITS 3 POST A SIGN WI TH THE NAME AND PHONE NUMBER OF THE ESC SUPERVISOR 4. INSTA_t CATCH BASIN PROTECTION ADJACENT TO WORKAREAS. 5. GRADE AID INSTALL CONSTRUCTION ENTRANCES. 6 INSTALL P'_RIMETER PROTECTION (SILT FENCE). 7. CONSTRUCT SEDIMENT PONDS 8 GRADE AND STABILIZE CONSTRUCTION ROADS 9 CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR DITCHES, PIPE SLOPE DRAINS, ETC.) TOGETHER WI TH CLEARING AND GRADING FOR PROJECT. 10. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH CITY OF TUKWILA STANDARDS. 11. RELOCATE EROSION CONTROL MEASURES OR INSTALL NEW MEASURES SO THAT AS SITE CONDITIONS CHANGE THE EROSION AND SEDIMENT CONTROL IS ALWAYS IN ACCORDANCE WITH THE CITY OF TUKWILA TESC MINIMUM REQUIREMENTS. 12. COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH. COMPOST, PLASTIC SHEETING OR EQUIVALENT. 13. STABILIZE ALL AREAS THAT REACH FINAL GRADE WITHIN SEVEN DAYS. 14. SEED OR SOD ANY AREAS TO REMAIN JNWORKED FOR MORE THAN 30 DAYS. 15. UPON COMPLETION OF THE GRADING, ALL DISTURBED AREAS MUST BE STABILIZED AND BMPS REMOVED IF APPROPRIATE. SIr 1 • 1 1 '"6 ""*"•1 I- - ■ • / I � • / .' j . . r, . , '-. I /' 5, i '-__ r -1_ TYPE K - SOLID CDV 56.00 E =48.00 1$' OUT: ..--1E=48.50 12' IN EXISTING 5o SF t . - :5' sr _ � - ewe BLOCK WALL 'A' IE =66.0 /- I r 1 1 r 454 Li j i2' SC BYPASS . 'LINE I - (� 1 TEIIIIP PIPE A>t11C . (TYP) �r -t1SE 2 R£BAR (ONE EACH SIDE) - - FIRED IOGETHER AROUND I r .�4 t COYER =25.77 IE-I'20:00 EXISTING • , i • • - - -- .2 Lf 12' 4 • • L • • • BYPASS Jkit iiimoyED EXIST CEI AND MANDON EXIST TRENCH DRAIN ame ATV 04BAMDON.,, NIP CB 9-5 • • AND latJNTAIN STORM UNE FS IN PLACE EROSION AND SEDIMENT CONTROL MEASURES MEASURE STABILIZED r.ONSTRUCTION ENTRANCE SILT FENCE CATCH BASIN PROTECTION (SEE NOTE 9. SHT G3) INTERCEPTOR SWALE TEMPORARY PIPE SLOPE maCH AND/OR MATING TEMPORARY SEEDING 7N RESERVE NATURAL VEGETATION CLEAR PLASTIC COWRING • • • • 0 15 30 1 36 60 DAVID IEVANS AND ASSOCIATES inc. 162C .% Varve Vero Orve Sus*, 20k: Edema "Aqrshrgeor 91152C' Pft0-. 425 2594099 C I Y • 4 7 • z n 10 _OC 70 60 50 Q () F LEvEZ0- 0+00 0+50 . ad t�5.00 2 9; APPROX GRADE AT I� P,CE OF WALL MIN DEPTH Of WALL -'--- BELOW GRADE 1 +00 • 1r A A - .i. '+50 2 +00 WALL AREA 5350 SF v.e2.5 E.E =0000 ELEv77 s EL( v 75 0 ELEV•'2 5 WALL 'A' PROFILE A SCALE:1' =30' HORZ 1' =10' VERT . 00 g g a (LEv 70.0 457 93 ElEV■67 5 - 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., WM. , . , ELEv$2.5 Ir 1 11250 ELEV.6,•.0 ;r - f l 11 I1 - I -- l l I _.APPROX FADE AT TOP BACK OF WALL ELL v.430.0 , \ EtFV•57.5 ,N ELEv.55.0 20:00 �i ' 40 50 • 26.'0C 26'00 2 +50 3+00 3+50 4 +00 - ---- - -_- - BLOCK WALL 'A' 2600 2600 4+50 - SE GE0'ECH D1VCS i0R OETMLS - ' r> A Igo 70 • WALL uECEND - -- F - EtC1f -M!4. MAL' — — 90 - — �' tAK^! iTOUR E.i.>� !�P) ULTRA BLOCK WALL L CONCRETE RETAJNPNG WALL 1 -- 1 / 7 L A I I I C P I I T I C ?• • A l A 30 LAKES:DE - SEATTLE. WA 98122 • 206 325 2553 1. ALL EARTHWORK SHALL BE PERFORMED IN ACCORDANCE WITH CITY PRECONS'FUCTION SOILS INVESTIGATION MAY BE REQUIRED TO EVALUATE SOILS STABILITY. 2. IF CUT P ND FILL SLOPES EXCEED A MAXIMUM OF TWO FEET HORIZONTAL TO ONE , 7OT VERTICAL, A ROCK, BLOCK OR CONCRETE RETAINING WALL MAY BE REQUIRED. ALL ROCK RETAINING WALLS ;,PEATER rHAN FOUR : 4) FEET IN HEIGHT ARE 10 FOLLOW Ci `Y SPECIFICATIONS AND TO BE DESIGNEE, AND CERTIFIED BY A CIVIL ENGINEER EXPERIENCED IN SOILS MECHANICS (SEE SOILS REPORT FOR PE:OMMENDATONS). 3. STOCKPILES ARE TO BE LOCATED IN SAFE AREAS AND ADEQUATEL r PROTECTEC al' TEMPORARY SEEDING AND MULCHING HYDROSEED PREFERRED 4 ALL EARTHWORK' ANC) CONSTRUCTION RELATED ACTI..TIES SHALL BE PER THE RECOMMENDATIONS OUTLINED BY THE GEOTECHNICAL ENGINEER. ALL COMPACTION _HALL_ BE IN ACCORDANCE WITH THE DESIGN RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEERING REPORT 5. THE DRAINAGE SYSTEM SHALL BE INSTALLED IN ACCORDANC- WITH THE APPROVED PLAN. 6. DRAINAGE PLANS SHALL BE ON -SITE FOR DRAINAGE INSPECTION: 7 THE GEOTECHNICAL ENGINEERS SHALL EXAMINE ALL STRIPPED SUBGRADF AREAS ANC THE rROOF ROLLING OPERATIONS PRIOR TO THE START OF FILL PLACEMENT OR EARTn+NORK 8 THE GEOTECHNICAL ENGINEERS SHALL PERFORM FIELD DENSITY TESTING OF STRUCTURAL FILLS DURING PLACEMENT AND OBSERVE THE GRADING AND EARTHWORK OPERATION. 1 • • r Y- t r • • 0_ • L_ 0 000 —� I. 0 15 60 - 7 • • With • thaw DAVID EVANS -62c w %germ Novi Drive Skase 27k: 0 •44crNe 425 2W 4099 • • SPECIFICATIONS: MODULAR BLOCK AND MSE WALL CONSTRUCTION GENERAL A Work shall consist of furnishing and construction of a Modular Block and MSE Retaining Wall System in accordance with these specifications and in reasonably close conformity with the lines grades and dimensions shown on the plans B Work includes preparing foundation soil, furnishing and installing leveling pads, drainage fill and backfill to the lines and grades shown on the construction drawings 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 :o start of work. that the retaining wall system components meet the requirements o this specification and the structure design B Contractor shall submit a test report documening strength of specific modular concrete unit and geogrid reinforcement connection. The maximum design tensile load of the geogrid shall be equal to the laboratory tested ultimate strength of geogrid / facing unit connection at a maximum normal force limited by the "Hinge Height" of the structure divided by a safety factor of 1.5. QUALITY ASSURANCE A. Contractor shall submit certification. prior to start of work, that the retaining wall system (modular concrete units and specific geogrid) has been successfully utlilized on similar projects i.e., height. soil fill types. erection tolerances. etc. Contractor shall demonstrate prior experience on projects of similar size and magnitude where the specific retaining wall system has been constructed successfully. Contact names and telephone numbers shall be listed for each project Owner shall provide soil testing and quality assurance inspection on a full -time basis during earthwork and wall construction operations. Owner's quality assurance program does not relieve the contractor of responsibility for wail 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. B. Structural Geogrid: a structural element formed by a regular network of integrally connected tensile elements with apertures of sufficient size to allow interlocking with surrounding soil. rock. or earth and function primarily as reinforcement. C. Unit Drainage Fill: drainage aggregate which is placed immediately behind the modular concrete units. Reinforced Backfill compacted soil which is pla.,ed within the reinforced soil volume as outlined on the plans MODULAR RETAINING WALL UNITS A Modular Block units snail 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 midpoirt 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 C Modular Block units shall conform to the following structural and geometric reo;Arements measured in accordance with appropriate references cor ess;ve strerot , = 300C psi minimum absorrt!or = 8° maxim u rn :6% in northe states, for standard weignt aggregates un t size 2 5 N. x 5 u (VtW x 2 5 'D tsn - ■•• d 32C its t unit BASE LEVEUNG PAD MATERIAL Mate, ;a sr.a D•a:' age F.L t/.* C Roo.; arm; p ac€ c as or' tne con St amo DRAINAGE ALL � !�^ ; d-a ►�a s ' a • o -:s.s• '�r-� :r,._ Y ..spec -� -ee; gra or tes:ec r ac or once Art- AS i . D-422 S. eve Size 34= nCr INC 4 INC 5C 'X' y + f ~-t3 C - IC C. - • t h e •c,� -,w REINFORCED BACKFILL A. Reinforced backfill shall be free of debris and have a moisture content that is at or near the optimum level B. 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. D GEOGRID SOIL REINFORCEMENT A. Geosynthetic reinforcement shall consist of geogrids manufactured specifically for soil reinforcement applications and shall be manufactured from high tenacity polyester yarn or high density polyethylene. Polyester geogrid shall be knitted from high tenacity polyester filament yarn 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 Ibs./ft. The contractor shall provide manufacturers specifications to the geotechnical engineer for review and approval. DRAINAGE PIPE A. The drainage pipe shall be rigid perforated PVC pipe manufactured in accordance with ASTM 0-3034. 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. Unsuitable soils for backfill (high plastic clays or organic soils) shall not be used in the backfill or in the reinforced soil mass The fill material shall meet the following gradation ;;ieve Size percent Passing I 1/2 inch 100 - 75 3/4 inch 100 - 75 No. 40 0 - 60 No. 200 0 - 35 Fill that does not meet the above gradation must be approved by the geotechnical engineer. 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) Molecular Weight (Polyester) Over - excavation and replacement of unsuitable foundation soils and replacement with approved compacted fill will be compensated as agreed upon with the Owner. BASE LEVEUNG PAD A. Leveling pad material shall consist of Drainage Fill. and shall be placed as shown on the construction drawings. to a minimum thickness of 12 inches. B Soil Iereling pad materials shall be compacted to a minimum of 95% Modified Proctor density per ASTM D- 1557 -91. B 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 properly seated. Place the front units side -by -side Do not leave gaps between adjacent units. Layout of corners and curves shall be in accordance with manufacturers recommendations. Place and compact drainage fill behind Modular Block wail units Place and compact reinforced backfill soil behind drainage fill Follow wall erection and drainage fill closely with structurai backfill D Maximum stacked verticai 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 The geognc strength perpendicular to the wall alignment shall meet the strength specifications B Geogrid reinforcement shall be placed at the strengths lengths and elevations snown on the constructor desogr drawings o' as directed by e E rg neer • C 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 :n 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 10 inches where heavy compaction equipment such as rollers is used. Lift thickness shall be decreased to achieve the required density as required C. Reinforced backfill shall be compacted to 90% of the maximum density as determined by ASTM D- 1557 -91. The moisture content of the backfill material prior to and during compaction shall be at or near the optimum moisture content. D. E. F. G Only lightweight hand - operated equipment shall be allowed within 3 feet from the modular concrete unit Tracked construction equipment shalt not be operated directly upon the geogrid reinforcement. A minimum fill thickness of 6 inches is required prior to operation of tracked vehicles over the geogrid. Tracked vehicle turning should be kept to a minimum to prevent tracks from displacing the fill and damaging the geogrid. Rubber tired equipment may pass over geogrid reinforcement at slow speeds, less than 10 MPH. Sudden braking and sharp turning shall be avoided. At the end of each day's operation, the Contractor shall slope the last lift of reinforced backfill away from the wall units to direct runoff away from wall face. The Contractor shall not allow surface runoff from adjacent areas to enter the wall construction site AS - BUILT CONSTRUCTION TOLERANCES A. Vertical alignment: +1.5" over any 10' distance B Wall Batter. within 2 degrees of design batter C. Horizontal alignment: +1.5" over any 10' distance Corners, bends, curves +1 ft. to theoretical location D. Full contact between blocks shall be maintained. FIELD QUAUTY CONTROL A. The wall construction shall be observed by the geotechnical engineer on a full time basis. Testing of the compacted backfill shall be performed by the geotechnical engineer. B As a minimum, quality assurance shall include foundation soil inspection. soil and backfill testing, verification of design parameters, and observation of construction for general compliance with design drawings and specifications. i X25 17.5 Lock -Block Wall Height (ft.) 27.5 NOTE: For tiered walls consider the overall effective height of the tiered wall system when determining required geogrid length from the reinforcement schedule. • MODULAR BLOCK - MSE WALL : REINFORCEMENT SCHEDULE 16.0 Geogrid Length (ft.) Geogrid Layer Spacing (Ft.) (Measured From Bottom of Wall) 5.0 6.0 1 2.5!- 7.5 1 8 0 [ 2.5 5.0 - - 10.0 2.5 5.0 17.5 - I - 12.0 I2.5 5.0 17.5 1C.0 1 5.0 ` 14.0 125 ;50 17 ; /CC 12 I '0.0 1 !SC 17: IC. 12.5 '5 u ,_ _ I 125 5.0 17.5 Ile() 125 150 175 KC 22.5 25C • ▪ - 24.0 I 18.0 I 2 . v C 15.0 7.5 1 C C 12.5 5. 4 , 22.5 I 20.0 1 25 : 5.0 C 1C_0 '2 -5 'S_C C � '7 2C C - 25.0 I 22.0 X2.5 5_0 75 11%_0 125 1 5.0 '7.5 2CC 22 I 22.0 - 1.4- rJ^ t C -! • - �°--�= 7 29 i..,. 03 0 cc 0 0 0 C C) Tf3 C 4D O -- z C 5 c u t i U = O m . m (i) � Z Y z V I- 0 0 Q 0 S 0 0 Sheet No SM1 • • N 5.0' TOP VIEW Weight = 4.320 lbs. 5.0' SIDE VIEW • •` Lock -Block At Corner A T 2.5' 2.5' NC' "D - SCALE 2.5' T END VIEW iz MODULAR BLOCK UNIT DETAIL NOT - TO - SCALE VERTCAL WALL - 90` CORNER SAfZ wa is Can be 'ticked at 9C o ., ree corners Ea`:e ed *aT a: 9 oeQ -4.e r..C'^?►z are co's:r.Jcted as follows S'acx a ve :c `►.: - co' e Ac....s* toe ;,f battered wa" tc r eel w� c --•ers c` - wee c Vac* . •e •:cK'c+e f;; outsoe cox "e' r :ae a: e-xe'c' ^s.oe ccrv*r r_ - *a /ts ningre- : 7 5 cL frtav JSe a stac+c c;= tu4 -s Ze rtertocKec Ctocics •c - - ta,Ke a 5 x 5 ve •tats stacx ramier :'•a'' 2 - 2 5 x 2 5 stac' * r •:arf s ticks Use gecg►ic Detweert tr e ti er cal boats- emending pack ins the r Matte the caner stoat t'ie sa r"e waft* as the wa ii base (2 5" ' 5 7 5 etc 2.46' 2.46' OPTIONAL LARGER !CORNER STACK SIDE VIEW 4.92' TOP VIEW MODULAR BLOCK 23 . WEDGE CORNER DETAIL 4.92' -- .e.. :•- ••• • - r.. � / • • .,7 • _ •C. ` :•••• . - - . . - �• .,• • C ,. I •I .' • I. . •.•'•.Z• . y• :• • - ~ I- • •I •.- • ••p, •...:....:',.... ' . .i - ' • .• ^ ': • • ••- • ♦ 1 • ., • • _ � . • ' '' 10 10 10 10 • ' , • ••.r.+ ■ , e.9 • i : . I # :. - •�' • • C - • •••'•;•:;;*. • • .* • • • : •.••••c• • •'' . - 10 • c •' %10. 10°1°00001° : OUTSIDECORNER INSIDE COIRNER 2.46' 2.46' 6 FRONT VIEW ISOMETRIC CORNER VIEW MODULAR BLOCK /772 CORNER OPTIONS ` !NO - TO - SCALE • Modular Block 2.5i1 x 2.5'W x 5.01. (Typical) 2H : 1V Slope (Max. 10• k 1010 ••._- v...•.•.,. 10,10.. w. •,1010 --. .•ar rr+ +.�..• w+ .1S, .2 •..I 4.3/ n•t 411.A. `. 1".'411 9 IA AMAIN F amass ta[ W71W1.GW tl Mils r.Y+i x. ....M 11 C. is IN. 0.`••Kgt.i 4:111. ttt IISS24t11111041011, WWWWW Wits l as Var ve.a,:.was nip s . n.a .a wdosaw::ana ea >ga1111Mustrt .. W6. JlHwaG •vY.yK1f2.@INIR.24OWSK1Nsa sysa •sK1t.T @'CiLAr]- SMif:7 >•`a l]x AA. 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U1,511:Ytl tl .t. - }Ma>r r :4. 70 •. • s..h -A4. •.dtM•J VbtN its.3s.t♦ ,, 3 • - .l Ar •.x•s'GY .•}7.. - .5 . • a. • aJ@ft t. £.t.•. k1r.s, ..�.Z�: Ys ;a 14 b.Si• Till' aht grout • iripis/ •yr S sxti.at slUls 7•• lip . 9941194/4/7t11.1.00.,4 . •'7 •o b910x•1; • P' }T. J1>._ •• _•••• 110.1 Y7L•T H U. s' Al: 411154 '.T- •1.9,r •• . ., •>j .i bl:• AI .+ - l -At SAtY 2iV1111JR terns w f?/' \X s•'5 at N' aL- _ arlt'r.Y w. • 10. a+•t4:x .. 711••317C917 .Y.r1tR.C'!/T. •r b••t =•F lot 4t �,'F It• isS:'•::v1 L^`l SL •.t.: :•:tits -•t'. 'k d•R !.•2 ••tl9•••atra ska!D1t!•a•.da.••••:••••• 1.:••• recd ..411.0 77, a.•. 7e Ld./ • s.T 411 -.M' b►�M U.'tl!e V 4,4 tl t t, - •1'.., - •c ofY ?/ • M se - Y. ti .is Alm :Y :: .4 •JK S'Y!`- "Ai•e•>♦i.' ►1^ 17.• . •.1KK 11.l7 • . 7 •)d: -59177 • •t +.. 74••. Y. 4..1,3.*1 4 ". 4.7 rl.i. .t J!v..^ al. it•c al :•e Y•'Sa ,1, -7>. ,1010... • .'ti - ��.�_. Y ': • .� . •- • _ _ I I 10 r-rt . . + _ . ..�r . - +-..� - . ��--- .- -�Y-T� .- .�---- .•T -�.. .- _ • - 1010 -- 10_10..._ -.._y • •-.-......, T + . a- • -. - - _ _ .-- -- - • r-. -- '--. -+ f �-�-• . r-. S - .... 1010 . -•--•� -- - - -+ - . • -,•- -r i_. }_ti - --y - .._ y + . - +_. �.• ...Y - . - -• - • r. - .rte • • � ». _ - • • { • } t •._ - . 10 . 10 y ..• . , 10"T -� - -_• • • - i f •.t_ - ♦ - _ � --- •- -• --• rr - �� - r - • .-• r_ -. 4 • •_ 10 • _ -• . -- : •. •_•_•.:_ _•_ _ . • - : --:..� ._ _ • �.. • - -• . �r -_. �: �.�_.� � ._ 1010 _ 1010_._ -� � . _.' •^ = ` ± � ,---- 1.��- �.T.•,_:- r._. - r� . -- •"--4---- T ' . r, - : 1010., - - - T ----• -»-r• :: -. ,..a -,-- -• - - -•- •-•. - :�'t' •. -. -. .� :• fit-+ -++ ,«- � .� »� -_ .-- ti : -_ • •-• :1010 r 10-10 a_."•.-. -: 1010.- ?• -TT +. .•_• • _ • • • • - �•_ t--• • - _ - • - 1 _ • • --r.... • - '• -----. a - 1010: 1010_ - � - . - - - + - . - -+ _.--- - - + - ' • - : . -+rte . 7 • . -• -. Tr i. : - » - - - - •..�.:._ _ ' 1 1.4 -4•-• . --4 T = .•x-10 10 •_•-. �.. •» � - - • 10 -S- ..r._.... • _.� • . _ -_• -� - •--•-_. • `S •-.• r _ --. •1 . .-_�. -, .-,_• 1010- T +r • _- 1010- .-.� -, « •_- • . ..�.. -�.�� y - . 1 • + - • - -1010. - t . + --• - - - _- .'...- . --- '- _.r --•-r$ : i � - . w- +- + --r --+ .�' -•._ t � ' - /•. • .- •- •- » - -.-r •• . - +. t -10•--4*,..,...."..- �w . ��,..... -1010 +-'- . ♦ r -• - - - � _ - • - r - + - -�� T 1 1. _ . - T.-• -'H 1 ' -- .-sly- +- -r . - =-•- -- �• _ . _ •� -__1010 �- �- _ 10 10 _ _ 10 10 • - •- -' - - - - - • - i_r . .• � . .-�.. _ • -- -. _ �. . --•- -- »-- - -. _,_ _ _ ter•-• » w- •+ - - (Varies ' 2 GEOGRID AND LOCK -BLOCK CONNECTION DETAIL 16' Min. r Base Leveing Material 1' Minus Crushed Rock NOTE: Geoarid is to be placed on level baokfill and extended over the top and out to tha face of the Lock -Block Units. Place next row of Block, pull geogrid taunt, stack as required and backfill. NOT - TO -SCALE Place Geocomposite Sheet Drain on face of temporary excavation. Minimum 30% coverage of excavation face. Use Miradrain 6000 or approved equivalent Reinforced Fill Zone Reinforced Fill Zone i = •• • Geogrid Reinforcement - (See Rein orcement Schedule, . r - - b' Diarroeter Rigid PVC Drain Pipe. Gravity Flow text Approved Discharge Point MODULAR BLOCK 28 - MSE WALL SEC11ON NOT - TC - SCALE II: 6 - Diameter Perforated PVC Dram Pipe. Surrounc w Minimum 1 card= foot of "' Washed 7:_ per Irma foot of pipe. Gravel, f iii to approved cliscnarge pant Wrap Washed Rock with filer fabric thx46 1 40• or aplp•oved equivalent t ►I= 1 1010.••_ (2 -6 \ SM2 7.5' Modular Block 2.5H x 2.5W x 5L (Typical) 10' 10 1.5' $I I=!; I _ • • •... r• 00... • • . • i• • • • `• t-:'.J•o - • C. . c'{ • r ,. • •.•• •# ■ 10 e. 1010 • r • .;; ' - •. .. .0•�•� J - • • • • ' •'• •• • :, �•, •p • I + .1 :. • • • p• • O O O O_ CO 0 7.5' MODULAR BLOCK GRAVITY WALL NOT - TO - SCALE Modular Block 2.5H x 2.5W x 5L (Typical) 1 Drainage Fill 1" Minus Crushed Rock Pea Gravel Cubic Foot per Lineal ' Foot of Drain Pipe p 0 O O O N 6" Diameter Rigid PVC Perforated Pipe 10 . .. . •1010 : ' . , • ^ • 10.10 '' =� •. -`. ^i ••� • : i • _ 1010. _1010 rS •10 • s' • • L�: . 5 , 10.0' MODULAR BLOCK r WALL NOT TO - SCALE Structural Fill or Native Cut Structural Fill or Native Cut Drainage Fill 1" Minus Crushed Rock Pea Gravel 1 Cubic Foot per Linea Foot of Drain Pipe Structural Fill or Native Cut 6" Diameter Rigid PVC Perforated Pipe lump. 7 2.1• L t ,. c I C C) C a, 46 -- Z - L o � J - ZS 5 Q to m t3 73 I- Q 0 0 CC U Orme V •••• ore . � f r Cr • ao 0 t U 1 IN i RETAINING WALL SCHEDULE TYPE H1 r w i V BARS STEM TOP BAR FTG A 7' -4" / 16" 4' -0" �6 0 18"o /c #6 O 18 /c B i o'-4 f ) 30 5 -6 #6 0 12 o/c 1F6 9 fi 0 o/c C I 13' -4" 42" 7' -0" i 07 0 8"o/ c THUS #7 C 9 1 "o ' c oft GENERAL NOTES THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE_ CODE UNIFORM BUILDING CODE -- 1997 EDITION - ASTM'S LATEST EDITION OSHA STANDARDS THE GENERAL. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PRE Ov I SIONS OF THE CURRENT OSHA STANDARDS. THE GENERAL CONTRACTOR SHALL REViEW THESE STRUCTURAL DRAWINGS FOR ANY NONCOMPLIANCE WITH OSHA STANDARDS, TAKING INTO .ACCOUNT THE GENERAL CONTRACOTR'S MEANS AND METHODS THE GENERAL CONTRACTOR SHALL INFORM ENW OF ANY NONCOMPL I ANCr: SOT HE DRAWINGS MAY BE. MODIFIED FOR COMPLIANCE PRIOR TO CONSTRUCTION THE GENERAL CONTRACTOR IS TOTALLY RESPONSIBLE FOR FANS AND METHODS AS WELL AS JORS!TE SAFETY ON THIS PROJECT. FOUNDATION THE FOUNDATION WAS DESIGNED WITH AN ALLOWABLE SCIL BEARING CAPACITY OF 3000 PSF ANC 50T :1N x '6" ::1AMETER AUGER CAST PILES IN ACCORDANCE WITH SOILS REPORT PREPARE: B`' EARTH CONSULTANTS. PREPARE THE SITE PER SOILS ENGINEER'S RECOMMENDATINS BEAR ALL FOOTINGS AND SLABS ON PROPERLY PREPARED NATIVE SOILS OR ON COMPACTED STRUCTURAL FILL, SEE SOILS REPORT COMPACT ALL STRUCTURAL FILL ANC BACKE °ER SOS ENGINEER'S RECOMMENDATIONS. DETERMINE MAXIMUM DENSITY BY ASTM D -1557 EXTEND ALL EXTERIOR FOOTINGS 18" MIN. BELOW FINAL FINISHED GRADE. SEE ARCH AND SCILS REPORT FOR SLAB ON GRADE UNDERLAYMENT. C AS T -IN-PL ACE -CONCRETE F c = 3000 PSI FOR ALL CAST -IN- PLACE - CONCRETE. F'c=4000 FOR ALL PILES ULTIMATE STRENGTH DESIGN METHOD USED. CONCRETE MAY BE PROPORTIONED ON THE BASIS OF FIELC EXPERIENCE AND TRIAL MIXTURES AS DESCRIBED IN CODE. SUBMIT MIX DESIGN AND DATA AS REQUIRED FOR EACH METHOD. NIXING AND PLACING OF ALL CONCRETE AND SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH THE UBC AND ACI CODE 318. PROPORTION AGGREGATE TO CEMENT TO PRODUCE A DENSE WORKABLE MIX WITH 4" MAXIMUM SLUM' WH :CH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. SEE SPECIFICATIONS FOR ADMIXTURES. PROVIDE 5% + 1 -1/2% TOTAL AIR CONTENT FOR CONCRETE EXPOSED TO FREEZING AND THAWING EXPOSURES. LIMIT WATER - CEMENT RATIO TC .45 AN) uSc TYPE V CEMENT WHERE CONCRETE IS EXPOSED TO SOIL CONTAINING WATER SOLORLE SJLFATE IN EXCESS OF .2%. ADD NO WATER AT SITE. WATER REDUCING DR SUPERPLASTICIZING ADMIXTURES MAY BE USED TO INCREASE WORKABILITY WITHOUT INOREASIN;, WATER - CEMENT RATIO OF DESIGN MIX SUBMITTAL. SEE SPECIFICATIONS FOR CURING 3'4" CHAMFER ALL EXPOSED CONCRETE EDGES UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. REINFORCING STEEL USE DEFORMED CONCRETE REINFORCING STEEL CONFORMING WITH ASTM A615, GRADE 60 (fy 60,000 psi). LAP CONTINUOUS REINFORCING BARS 36 BAR DIAMETERS, 2' -0" MINIMUM, UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS (2' -0" MIN. BEND) FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH "ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES ". WELDED WIRE FABRIC OAF) TO CONFORM WITH ASTM A185. REINFORCING HOOKS TO COMPLY WITH STANDARD ACI HOOKS EXCEPT STIRRUPS AND TIES SHALL HAVE 135 DEGREE ACI SEISMIC HOOKS. COVER TC REINFORCEMENT: NONPRESTRESSED CAST -IN -PLACE CONCRETE (INCHES) CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3 FORMED SURFACES EXPOSED TO EARTH OR WEATHER #6 AND LARGER 2 #5 AND SMALLER. 1 -1/2 NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND SLABS, WALLS, JOISTS 14 AND LARGER 1 -1/2 111 AND SMALLER 3/4 BEAMS, COLUMNS PRIMARY REINFORCEMENT. TIES, STIRRUPS, SPIRALS 1 -1/2 PRESTRESSED CAST -IN -PLACE CONCRETE (APPLIES TO PRESTRESSED AND NONSTRESSED REINFORCEMENT, DUCTS AND END FITTINGS) CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH. 3 FORMED SURFACES EXPOSED TO EARTH OR WEATHER SLABS, WALLS, JOISTS 1 OTHER MEMBERS 1-1/2 NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND SLABS, WALLS, JOISTS 3/4 BEAMS, COLUMNS PRIMARY REINFORCEMENT 1 -1/2 TIES, STIRRUPS, SPIRALS 1 LIGHT GAGE STEEL FRAMING AS NOTED ON PLANS. 14 & 16 GAGE SHALL CONFORM TO ASTM 446, GRADE D. 18 GAGE 8 LIGHTER SHALL CONFORM TO ASTM 446, GRADE A. LIGHT GAGE FRAMING TO HAVE THE FOLLOWING MINIMUM PROPERTIES: CALLOUT SIZE GAGE I(IN4) S(IN3) A(IN2) ry(IN) C6X14 6X2 -1/2 14 4.847 1.617 0.860 - -- C6X18 6X1 -5/8 18 2.406 0.803 0.358 0.585 CW3 5/8X18 3 -5/8X2 18 0.855 0.472 0.328 0.749 PROVIDE BRIDGING PER MANUFACTURER'S STANDARDS. INSPECTIONS INSPECTIONS ARE TO TESTING LAB. FOUNDATION: CONCRETE: BE PER UBC CHAPTER 17 AND ARE TO BE BY AN INDEPENDENT INSPECT FOOTING EXCAVATIONS AND PROVIDE COMPACTION TESTS. TAKE CONCRETE CYLINDERS AS REQUIRED BY CODE, VERIFY SLUMP, STRENGTH, AIR CONTENT. PLACEMENT OF CONNECTIONS AND ANCHOR BOLTS. VERIFY THAT ALL REINFORCING IS PLACED IN ACCORDANCE WITH APPROVED PLANS. CHECK FOR REQUIRED COVER, SIZE, GRADE, AND SPACING. SHOP DRAWINGS SUBMIT 2 SETS OF PRINTS AND 1 SET OF REPRODUCIBLE SEPIAS OF SHOP DRAWINGS TO ENGINEER FOR REVIEW AFTER CONTRACTOR HAS REVIEWED 8 STAMPED FOR COMPLIANCE AND PRIOR TO FABRICATION FOR: REINFORCING. "SHOP DRAWINGS ARE AN ERECTION AID, AND STRUCTURAL DRAWINGS SHALL TAKE PRECEDENT OVER THE SHOP DRAWINGS.. ". REINFORCING: N.S. E D'S . E.E. EL. OR E.N.W. E.F. E..,. EC. E S E.* F. F.G.S. F 0 .W F "G. GA. • v ( r I-. O i .0 E ABBREVIATIONS ARCH. = ARCHITECT BAL = BALANCE Br". = BETWEEN B. OR BC!. = BOTTOM BLDG. = BUILDING B.O.C.A. = BUILDING OFFICIALS CODE ADMINISTRATORS BRG. = BEARING C.M.U. = CONCRETE MASONRY WIT COL. = COLUMN CONC. = CONCRETE C I.P. = CAST IN P..AGE I,.. R . =CLE CONS _ CON C.J. = CONSTRUCTION JOINT C.S.J. _ CLOSURE STRIP JOINT = DRAG STRUT = DRAWING = EACH = EA' » END ELEV . = ELEVATION OR ENW = ENGINEERS NORTHWEST EACH ► AC t EXPANSION JOINT = EQUAL = EACH S I D E = EA M WAY _ DACE 3F C ONCRETE =FACE OF = FACE OF WAS _=xTING _ „AGE = HCCTT � :IP GA,,ANNIZED - : Z = `. E _ OhA` COPE E _ :s: DE `a : cC *Av = *CAA_ mETA, ROOF S..P 1EP L-%t r"w s !ai■L owes • IP N.F. N.T.S. o/c O.F. O.S. 0.T.O. REINF. REM. R.O. SECT. SIM. S. STL. SYMM . S.W. T C.O.B. T.C.S. T.0.' TYR. U.B C. U.N.C 1. 0.F • is = NEAR FACE = NOT TO SCALE = ON CENTER = OUTSIDE FACE = OUTSIDE = OUT TOOUT = REINFORCING = REMAINDER = ROUGH OPENING = SECTION = SIMILAR = SHRINKAGE JOINT = STEEL = SYMETR I CAL = SHEAR WALL OP SHORT WAS' = TOP = TOF OF BEAM = TOP OF S -c=L TOP OF SLAB = TOP OF SOOTING OR ( FRAMING) TYP :CAL A7 ALL SIMILAR PLACES = UNIFORM BUILDING CODE = UNLESS NC 0 THERW : SE = VERIFY = VER : CAL = VER - iCAL =AA = VIER I CArL E.ACI- = ACZ .'ERT:CA, INS :DE FACE = Y_R :AL NEAP = A E = .ER :AL DL TS I DE FAZE = Ems: -EA: STJG = A'• = - FN - E~ _fNE ATI SITE PLAN 84-01140 21-05 N.T.S. S NORTH ag 1 • 4 8 WEEP HOLES 50 TON ANGER CAST PILES 0 9' -0"0/c = R I !.— TYPE Cl 4 --- I WALK SEE ARCH. DWGS . / f — — TOP BAR I--1 I r 45 0 12 "o /c, VERT #4 0 1 6"o /c. HORIZ. VEHICAL LOAD =6000# 0 18" #4 0 16"o /c. VERT. 9 i _ -- #5 0 18 o/c 807 -- #3 0 '2'o.cfLi BOT. tl W , Ir-- -t 24" _ t • TYPICAL RETAINING WALL T.S. #4 0 16 "o /c EA FACE HORIZ. — #5 0 18"o /c TOP a BOT. TYPE B w 1 z p U • I ANGER CAST PILES - SOtor ./4 - #7 VERT. t #3 . ' 2•o /c : RETAINING WALL PLAN TYPE A NOTE: - VERIFY ALL GRADES & WALL ELEVATIONS. 0 13' -0"0/c 50 TON ANGER CAST PILES ELEVATION A LANCE MUELLER $ ASSOCIATES A AA C 14 i T E C TS - .A 1 1A / 30 LAKESIDE • SEATTLE, WA 98122 • 206 325 2553 SALBEY CORPORATION s (CzRATiOti AN NATURAL !ZATI ON 3Ev10E SEATTLE DISTRICT OFFICE 12500 ?UKWfLA INTERNATIONAL BLVD. SEATTLE, WASi-ifNCsTON jgo mot 02110-5 D ONO ET4INftSS WALL. SECTION t GEN. NOTE *SITE DATE 40.1 taE DATE ~so sis BRAC14 E MEI MIN Si S I " = 1' -0" I ; 3 -31 -03 tis _ • . ~ t Y 1 - 9. - `w _1 Camp NORTH TYPE 8 p OF= - CUT O =OwdT . "T 113t ill I- ' ri :w ni •'-ti ` 1 i - : :rte.• c. Z =ap • t '• t' �- a �! 7 -- • • z 1 s 4. .I. • ._ N ▪ 1► - —� L 1•s - • win C • _ , .a. $ TYPE B TYPE CI _TOP OF F 2r ksalot. 150 TON ANGER CAST PILES 0 9' -0"0/c •s t• A ', • a .: '..,.-- • we. • s: 7� APPROX GRAD. L_ ow' • 01S II File: D03 -0075 35mm Drawing #1 -10 1 Inch 1/16 V F • ►1► 111 ►11!11'11111 1 96 b6 £ 6 Z6 6L 06 6 8 L 9 9 j7 £ Z L W� 11 1111111111111 11111111111111111111iii 111111 ►►i1111 w Ei 33 co 100 h0 80 70 60 50 40 1,30 14' r rn WO TT 1 i I� r 1B -102 - 1 - 7 TP -2((1 / I mo/ -2031 1 / TP -202 1 IB -101 — \ISt1 \ M / re in T— 80 70 0 Existing Warehouse Building s. 1 / 50 1 I t 2 6TH 1 100 1 S TR Approximate Scale 1 1 1 200ft. 30 40 50 60 ili i i I l 1I iii iii iii I i I i I I iii iii 2I I iii iii I I 3I iii iii i.�i I i1.iI I iii iii ^ I iii 1 iii I I iii iii 5I � iii iii I I iii iiI l I Inch 1/16 6 C �y�.�+ c� • nalJl l II IIII1IIIIIIIII1IIIIIIIIIiIII1I1111iIIIIIIII111111IIII1111111 illlllllllilllllllll11111 . IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Drwn. GLS B-4 — I — Approximate Location of ECI Boring, Proj. No. E- 2579 -31, June & July 2000 B -101 H)— Approximate Location of ECI Boring, Proj. No. E- 2579 -13, Aug. 1988 Checked MGM 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 LEGEND Subject Site Proposed Building Wetland Area Cross Section Line (See Plates 3 & 4) NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. Earth Consultants, Inc. Geotechnical Engineering. Geology. Environmental Sciences Construction Testing & ICBO / WABO Inspection Services Boring and Test Pit Location Plan INS Building Tukwila, Washington Date Jan.2003 Date 1/24/03 Proj. No. 2579 -44 Plate 2 r Bldg. 21 -03 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 1 111111111111111 III I I I I I I,I I III I I III III 11 11 1 1 1 . 111 111 I I 1 11 11 1 1 1 1 1 11 1 111 1 Inch ,,,s 1 I 1 I 1 2I 1 3 � I 1 I I I! I I 1 4 I 5 I 6I • S V i 2 M 56 b6 £I Z6 66 06 6 8 L 9 5 7 £ Z I. w3 II II, IiliiiiIiiiiliiiiIiiiiliiiiIiIIIIiiiiIIIIIIIiiiIiiuliiiiI111111111IIiiiliiiiIIIIIIIIII Illllllllllllllllllllllllllllllllllllllllllllllllllllllllllll E Drwn. GLS Approximate Scale 0 75 150 300ft. LEGEND B-207—I-- Approximate Location of ECI Boring, Proj. No. E- 2579 -44, Jan. 2003 B -1 — Approximate Location of ECI Boring, Proj. No. E- 2579 -31, May - July 2000 TP- 101 —i— Approximate Location of ECI Test Pit, Proj. No. E- 2579 -31, March 2001 TP -1 -+ Approximate Location of ECI Test Pit, Proj. No. E- 2579 -31, May 2000 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 Date Jan. 2003 Checked RAC Date 1 /27/03 Approximate Study Area Proj. No. 2579 -44 Plate 3 AIMINIMMININNY A 150— 120— H w O 90— ` Q J w 60— 30— Seepage xistin 0 15 Silty SAND / Sandy SILT Horizontal Scale 30 (Boring B-102 Offset 6' N.) (Boring B -4 Offset 36' S.) B -102 B-4 13 / 64 60/6" 60 Poorly Graded SAND 60ft. Vertical Scale 0 15 30 60ft. Approximate Footprint of Proposed Building 16 .71►s�I 36Sil -,SAND 80 SILT 56 Poorly Graded ` — — — 48 SAND with Silt 2 U ! B -201 74 Silty SAND with Gravel 71 40 33 36 2. 38 Poorly Graded SAND with Silt 43 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 Grade (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. 1I I I 1 1 I lil Ill lil I I Ill IIs12, Ill I I lil Ill I I Iii I, .I Iii Iii Ii') I 1 Ill Ill III I I Ill 111 Inch 1/16 1I 1 I 1 L I 1 I ' I 1 31 I 1 I I I l I I I 1 4I 5 I 6 VEST COTT ® Since i 8 T" T t76 66 O6 6 8 L 9 9 f' £ Z 6 lJ O Iiiiliiii iiiiliiiI MI IIIlliiiiliiii illililllllll , I IIII I Iiii liiIIIIIIil ii iiI I Ili 111111111 Proposed Proposed Fill Finish Grade 21 Silty SAND Poorly Graded SAND with Silt Proposed Retaining Wall Critical Failure Plan FS = 1.8 (Post- Construction Cross Section A -A' INS Building Tukwila, Washington A' —150 —120 — 60 —30 Earth Consultants, Inc. Geotechnical Engineering. Geology. Environmental Sciences Construction Testing & ICBO / WABO Inspection Services Drwn. GLS Date Jan. 2003 Proj. No. 2579 -44 Checked MGM Date 1/23/03 Plate 4 B 150- 120- 1- w LL 0 90— Q w J w 60— 30— 1 Critical Failure Plane FS = 1.4 (Construction Case) (Boring B-13 Offset 37' N.) B -13 -- Silty SAND 1 — SILT /CLAY — - -- - � ._ ._ ? Poorly Graded SAND with Silt Horizontal Scale 0 15 30 Vertical Scale 0 15 30 Proposed Finish Grade (Boring B -101 B -101 Offset 30' N.) 31 1 J // LPN =.' 3 76/10 -- _ 76/10" 46 Seepage q 66 30 ,7 46 46 73 4 Seepagt,- 29 47 55/4 70/6 — C,4.A Y Silty SAND NOTE: The stratification lines shown on this cross section represent the approximate boundaries 60ft. between soil types. The actual transitions may be either more gradual or more severe. They are based on our interpretation of the subsurface conditions encountered at the individual boring 60ft. locations and our judgement and experience. ECI cannot be responsible for the interpretation of the data by others. Approximate Footprint of Proposed Building (Boring B -6 Offset 25' N.) (Boring B -206 Offset 20' S.) B -5 B -206 1 12 65• — - 74 61 ?-' Seepage Existing Grade 30 46-- Siy $AND 66 63 60 85/11" 92/11" 82 Seepage 62 84/11" Poorly Graded SAND with Silt B -203 1_ I w 0 I 0 I N O 10 "page 31 40 68 64 (Boring B -206 Offset 50' N,) 1 B -205 Existing Grade 17 34 46 74/11" 92/11" 88/11" Proposed Finish Grade _____x Silty SAND 41 Poorly Graded 67 ;Seepage SAND 72 (Boring B -8 Offset 60' S.) B -8 NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. SIIty • 1 v7 Poorly Graded — — — SAND Drwn. GLS Proposed Retaining Wall Proposed i Proposed Fl Water Quality Pond (Bonny B-9 Offset60' B -9 22 24 X29 Checked MGM SILT ` " — Silty SAND ---- Silty SAND Date Jan. 2003 Date 1/24/03 Proposed Finish Grade B' —150 —120 w LL —90o w J w — 60 —30 Earth Consultants, Inc. Geotechnical Engineering Geology. Environmental Sciences Construction Testing & 1CBO / WABO Inspection Services Cross Section B -B' INS Building Tukwila, Washington awmparb Proj. No. 2579 -44 Plate 5 I I I1I I I1I I III III I1I I1 I1I III I1 I1I 111 I1I I1I I1I I1I I1I ll1 11 3 ��� I �I I I I I �� 1 ��1,1 I I I I Ili I1I ��� �� 6 4I 5I I Inch I 1 /16 N£STCOTT Since 96 fib El z 66 06 E Z 6 w0 li •lii IIII�IIII Illl 6 9 IIII !IJI II,, III IIII 9 I I III IIII� IIII I IIII � IIIIIIIII � IIillllll�llll l C 150— 120— H w a. 0 90— w J w 60— 30— xfsting FI SILT Silty SAND w6Gravel Silty SAND 7 _ — SILT /CLAY 7 _ _ Poorly Graded SAND with Silt (Boring B -3 Offset 66' S.) (Boring B -12 Offset 43' N.) B -13 B -12 46 73 q Seepage 47 61 — —_ Horizontal Scale 0 15 30 Vertical Scale 0 15 30 7S)./1 a' • Seepage 76/10" 46 30 xlsting 10 -.- iiSIL 13 - 811 SANhWith Gmve► - `. (Boring B -6 Offset 70' S.) B -5 6 11 Approximate Footprint of Proposed Building xi sting Fl, 65 _$ILT � 74 Silty SAND with Gravel 61 Silty SAND Existing Grade NOTE: The stratification lines shown on this cross section represent the approximate boundaries 60ft. between soil types. The actual transitions may be either more gradual or more severe. They are based on our interpretation of the subsurface conditions encountered at the individual boring 60ft. locations and our judgement and experience. ECI cannot be responsible for the interpretation of the data by others. (Boring 8- 204�Offset 10' S.) B -204 N6' Since 1872.' Existing FILL ? I in I W C 0 IC) a) Seepage 1 Existing Grade 26 31 Poorly Graded 31 SAND with Silt xistin 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 ICI ICI ICI I I ICI ICI lil I I ICI ICI I-�I L I ICI ICI ICI I I lil ICI ICI I I ICI III I l l 11 ) I I I Inch 1/16 4 I 5I 61 5b bl E L . l ZI L OL 9 9 t' E Z 6 w0 II i.iidiiii iiiillilillllllillililllllllllllilliiii iiii llllllllll8 L llli Illllllllllllllllllllllllllllllllllllllllllllllllllllllllllll Proposed Finish Grade ?, Silty SAND Proposed FILL (Boring B -9 Offset 30' S B -9 S eepage Earth Consultants, Inc. Geotechnical Engineering. Geology, Environmental Sciences Construction Testing & ICBO / WABO Inspection Services Drwn. GLS Checked MGM Proposed Retaining Wall 1 SILT -->.? 22 24 Silty SAND — -? Poorly Graded SAND with Silt Cross Section C -C' INS Building Tukwila, Washington Date Jan. 2003 Date 1/23/03 Proposed Proposed I Pond 1 Finish Grade Access I I Road Plate 6 C' —150 —120 60 —30 w U- 90 o J w Proj. No. 2579 -44 150— 120— w w z O 90 — w —J w 60— 30— D 0 15 30 Horizontal Scale Vertical Scale 0 15 30 Proposed Finish Grade Existing FILL 60ft. 60ft. Seepage B -11 Existing Wall Existing Grade - -? -205 '(Test Pit TP -211 Offset 23' N.) 11 TP -206 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. Proposed FILL _Existing FILL Proposed Finish Grade Interbedded Silty SAND & Poorly Graded SAND Medium Dense Proposed 1 I Access Road 1 r Proposed FILL (Test Pit TP -209 Offset 33' S.) Existing Gram? TP -209 .€xisting FIL 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 Proposed Retaining Walls TP -201 Critical Failure Plane FS =1,5 (Post- Construction CASE) D' —150 —120 w w L — 90 O H w -J w —60 — 30 Earth Consultants, Inc. Geolechnical Engineering. Geology. Environmental Sciences Construction Testing & ICBO / WABO Inspection Services Cross Section D -D' INS Building Tukwila, Washington Drwn. GLS Date Jan. 2003 Proj. No. 2579 -44 Checked MGM Date 1/24/03 Plate 7 11111111111111111111111111111I1I 111 1I 1 I 111 I1I II I �I 1 1 I 111 111 11 I I III I1I 111 11 111 111 Inch 1/16 �I I I 31 1 4 5I 6 'WESTCOTT Since,87' SL b6 £� Z6 LL QL 6 L � 6 INS 11 111111III 1 11111111 HIIIIII H1111111I11IIIIII H111111 111111111 11111111111111111111 9 IIII�IIIII5 IIII�IIIIIIIII�IIIII£ 1111�11111Z 1111�111111111�11111 E 150— 120— I- w w LL 0 90— w J w 60— 30— (Test Pit TP -209 Offset 30' N.) TP -209 Horizontal Scale 0 15 30 Vertical Scale 0 15 30 Proposed Finish Grade Interbedded Poorly Graded SAND with Silt and Silty SAND — Silty SAID Poorly Graded SAND with Silt O U c (Boring B•205 Offset 20' W.) 2 I (Boring B -204 Offset 25' W.) B -205 0 B -204 6 6 7 21 26 31 9 Seepage 316► 38 17 34 42"" Poorly Graded SAND 41 with Silt 57, Seepage 72 46 74/11" 92/11" 88/11" Existing Grade Existing FILL NOTE: The stratification lines shown on this cross section represent the approximate boundaries 60ft. between soil types. The actual transitions may be either more gradual or more severe. They are based on our interpretation of the subsurface conditions encountered at the individual boring 60ft. locations and our judgement and experience. ECI cannot be responsible for the interpretation of the data by others. VESTCOTT® Since 1872 ". Approximate Footprint of Proposed Building EI i TI a U a) 6 ,0 1 °1B-2 4 6 6 Seepage 12 _ r gliy —SANS 9 Seepage 31 40 68 64 (Boring B-206 Offset 55' E.) B -206 46 66 63 60 85/11" 92/11" 82 Seepage 62 84/11" xlsting'F, l Existing Grade 7 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. I'I I CI ICI I 1 111 11 I.1I 1 J I1I ICI ICI I I I1I I1I ICI I I ICI III Inch I l ICI I'I III I I Ill I 1/16 1 1 l i I I 21 31 l I I � 1 i i I � I I I I I I 4I 5I 6 56 VII. E6 Zb 61, OL 16 19 IL 19 19 l IC E Z 6 WO Illlllllllllllllllllllllllllllllllllllllllllllllllllllllll IIIIII 0 2 B -201 11 -- -- -- — 71 74 Silty SAND with Gravel 38 43 Poorly Graded SAND with Silt xist/ng FIL 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) 1 -- 48 40 _ ?- — Poorly Graded SAND 30 36 --- - - -..., Silty SAND — 48 Poorly Graded SAND 43 53 E —150 —120 l= w fl — 90 0 w J w -- 60 —30 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 Proj. No. 2579 -44 Date 1/24/03 Plate 8 0 15 120 90 I- w U- Z 0 60 w J w 30 0 F Horizontal Scale 30 Vertical Scale 0 15 30 Existing Grade Proposed Parking Lot 60ft. 60ft. Silty SAND Very Dense TP -104 (Boring B -1 Offset 46 B -1 FILL, S il t y SAND SILT 17_ 21 22 60/6" 82/10" ? _ _. _ 2'_ _ Lean �.J. CLAY S.) (Boring B -2 Offset 60' N.) B -2 Proposed Building 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. 2s .FJLL�_ 84 69 Silty 2 ° ,cArtm 34 a6 Lean _ —? 60 CLAY 47 _________ — 23 26 31 22 32 SILT illllll 2 11 111 llllli111 l�lllll Inch 1/16 Approximate Location of Proposed Detention Vault Proposed Pile Support Existing Grade s 9L t76 l I. 6L OR 6 8 6 w� l £ l Z ll iiiiliiii l iiiiliiii l L 9 9 Ii £ Z � III F 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. w U- 60 0 H J w 30 0 90 Earth Consultants, Inc. Geotechnical Engineering. Geology. Environmental Silences Construction Testing & ICBO / WABO Inspection Services Cross Section F -F' INS Building : Garage Structure Tukwila, Washington Drwn. GLS Checked RAC Date Feb. 2003 Date 2/6/03 Proj. No. 2579 -44 Plate 9 120 90 H w U- z 2. 60 J w 30 0 G Horizontal Scale 0 15 30 Vertical Scale 0 15 30 Existing Grade 60ft. 60ft. ---- -- --- 1 D Silty SAND TP -102 Proposed Parking Lot Fl, SILT Silty SAND 7— -- -- ` Seepage SILT (Boring B -208 Offset 30' N.) B -208 78 SILT .5.7_ Silty SAND 100 SILT NOTE: The stratification lines shown on this cross section represent the approximate boundaries between soil types. The actual transitions may be either more gradual; or more severe. They are based on our interpretation of the subsurface conditions encountered at the individual boring and test pit locations and our judgement and experience. ECI cannot be responsible for the interpretation of the data by others. Proposed Building i V E s ` W SInc .. 7 Fill or Structural Slab Support Proposed Pile Support Existing Grade ili I iii i II1 ICI I III I I I i 11.1,111 i ii H iiiii iii iii anon 1/16 1I I i I I 2I I I I 3 I I I ii 4I i i I I i 5I I I I 56 b6 Cl Z6 66 06 6 8 L 9 9 b E Z 6 wo 11 1111I1111 I G ' NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. 120 90 1= w U- 60 0 H J w 30 0 Earth Consultants, Inc. Geotechnlcal 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 10 120 90 H w IL z 60 J w 30 0 H Horizontal Scale 0 15 30 Vertical Scale 0 15 30 Existing Grade Seepage 60ft. 60ft. (Boring B -6 Offset 60' N.) B -6 6 20 Proposed Parking Lot 3 , Silty SAND 14 23 SILT 29 29 43 CLAY 41 — SIL T 77 --- - - - - -- Silty SAND Sil SAID >2 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 FILL 7 i (Boring B-207 Offset 30' S.) B -207 11 Proposed Pile Support Existing Grade i :- :: Silty SAND \ Silty SAND Fill or Structural 37 Slab Support 11 , , 6 1I1I1I1II1111111I1I1I111I1 11111111I1I111I111II ,I1I1I11111I111 1 1 1 I 1 1 1 I 1 1 1 I 1 1 1 I 1 I1I111I11 1 4 I 5 I 111 6 I Inch WESTCOTT Since 1872'. 56 V6 Z ;i b 66 Oil L 9 ti Z 6 wo II VII. 8 16 1 8 111111111 II 111111I I II1 1 1111IIII1 1 1111I E I II1 1 1111II I I1 1 1111 I III1 1 1 111 I H' NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. 0 120 90 — 30 w 60 0 Q w J w Earth Consultants, Inc. Geotechnical.Engineering Geology. Environmental Sciences Construction Testing & ICBO / WABO Inspection Services Cross Section H -H' INS Building : Garage Structure Tukwila, Washington Checked RAC Drwn. GLS Date Feb. 2003 Proj. No. 2579 -44 Date 2/6/03 Plate 11 assermilrosuiesmaime