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Home My WebLink AboutPermit MI02-186 - SARA DEVELOPMENT - STORMWATER DETENTION VAULTSARA DEVELOPMENT 13419 MACADAM RD S EXPIRED 08-30-06 MI02 -186 • City of Tukwila • Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 MISCELLANEOUS PERMIT Parcel No.: 2613200150 Address: 13419 MACADAM RD S TUKW Suite No: Permit Number: M102 -186 Issue Date: 03/11/2003 Permit Expires On: 09/07/2003 Tenant: Name: SARA DEVELOPMENT Address: 13419 MACADAM RD S, Owner: Name: SARA DEVELOPMENT INC Address: 24719 43RD AVE S, KENT WA Contact Person: Name: CHAUDRY, BEHZAD Address: P.O. BOX 5544, KENT, WA 98064 Contractor: Name: Address: , Contractor License No: Phone: Phone: 253 850 -1391 Phone: Expiration Date: DESCRIPTION OF WORK: CONSTRUCTION OF PUBLIC UNDERGROUND CAST IN -PLACE STORMWATER DETENTION VAULT. PUBLIC WORKS ACTIVITIES INCLUDE: STORM DRAINAGE AND LAND ALTERING. Value of Construction: Type of Fire Protection: Type of Construction: $50,000.00 Fees Collected: Uniform Building Code Edition: Occupancy per UBC: $1,091.69 Public Works Activities: Curb Cut/Access /Sidewalk/CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: N Water Main Extension: N Private: Public: Water Meter: Channelization / Striping: ** Continued Next Page ** City of Tukwila • Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Permit Center Authorized Signature: ,C b()-'4(e Date: Da /11/0.3 O.3 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 performance of work. I am authorized to sign and obtain this mechanical permit. Date: 3'—((— QS Signature: Print Name: .2-&-/-12-4 (#41 f, 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. City of Tukwila • Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 2613200150 Address: 13419 MACADAM RD S TUKW Suite No: Tenant: SARA DEVELOPMENT PERMIT CONDITIONS Permit Number: M102 -186 Status: ISSUED Applied Date: 11/20/2002 Issue Date: 03/11/2003 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 3: All permits, inspection records, and approved plans shall be available at the job site prior to the start of any construction. These documents are to be maintained and available until final inspection approval is granted. 4: 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: ** *FIRE DEPARTMENT CONDITIONS * ** 11: The attached set of plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 12: Utility and detention vaults, located in fire apparatus access roads, shall be designed to withstand an outrigger load of 68 lbs. per square inch. 13: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 14: These plans were reviewed by Marshal 51. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 15: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 16: Contractor shall notify Public Works Utility Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 17: Any material spilled onto any street shall be cleaned up immediately. 18: Land Altering (grading) to be carried out in accordance with the plan permitted under Ml01 -210, dated 5/5/02 and plan approved on 7/11/02. Revision dated 11/18/02 and revised plan approved on 11/21/02. 19: Place confined space warning sign /plate (per OSHA Standards) within each access opening. 20: Route Map. 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 1 City of Tukwila 1 Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Signature: J`�75` e-- Date: 3-//--0.. Print Name: N 2-13'11 eirnin'f,h4 CITY OF Vb(KWILA Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 (206) 431 -3670 - "R STAFF USE ONLY Project Number: Permit Number: A1toi-184 Miscellaneous Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. Project Name /Tenant: /� _ Description of work to be done (please be specific): UAI R 2O -Lrio S a,v1 F (AUL Will there be storage of flammable/combustible hazardous material in the building? ❑ yes ❑ no Attach list of materials and stora e location on separate 8 1/2 X 11 aper indicating quantities & Material Safety Data Sheets Value of Construction �� AD Name: Site Address : ^/t� ,,,..—City State/ip: Tax Parcel Number: Property Owner: // C 11 , jjj___ Phone:c ) g�� /n 9/ I Street Address: 0 Metro City State /Zip: fax #: ( ) Contractor: r Phone: ( Street Address: City State /Zip: Fax #: ( ) Architect: Phone: ( ) Street Address: City State /Zip: Fax #: ( ) Engineer: r Phone: ( ) Street Address: Cite /Zip: Fax #: ( ) Contact Person: =ii{z�J C �t r/ Phone: ( - ) yco —13�/ Street Address: �% �%�,� (� (,/ / - 0 ` R(° C CC-( —/ ,( G_ City State/Zip: / ' Fax #: ) 1 ckirs3 (fl_ At �Q v7 ��C7` r 75f' MISCELLANEOUS PERMIT REVIEW AND APPROVAL REQUESTED: (TO BE FILLED OUT BY APPLICANT) Description of work to be done (please be specific): UAI R 2O -Lrio S a,v1 F (AUL Will there be storage of flammable/combustible hazardous material in the building? ❑ yes ❑ no Attach list of materials and stora e location on separate 8 1/2 X 11 aper indicating quantities & Material Safety Data Sheets ❑ Above Ground Tanks LI Antennas /Satellite Dishes D Bulkhead /Docks ❑ Commercial Reroof ❑ Demolition ❑ Fence ❑ Manufactured Housing - Replacement only ❑ Parking Lots ❑ Retaining Walls ❑ Temporary Facilities ❑ Tree Cutting APPLICANT REQUEST FOR MISCELLANEOUS PUBLIC WORKS PERMITS ❑ Channelization /Striping ❑ Flood Control Zone ❑ Landscape Irrigation RI Storm Drainage ❑ Water Meter /Exempt # ❑ Water Meter /Permanent # in Water Meter Temp # ❑ Miscellaneous ❑ Curb cut/Access /Sidewalk CI Fire Loop /Hydrant (main to vault) #: Size(s): Ft Land %Irrt f z-reuCubic0 a ds f 0 Fill_cubic yards 0 sq. ft.grading/clearing ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public °� Street Use ❑ Water Main Extension 0 Private 0 Public 0 Deduct 0 Water Only Size(s): Size(s): Size(s): Est. quantity: LJ Moving Oversized Load /Hauling gal Schedule: MONTHLY SERVICE BILLINGS TO: Name: Phone: Address: City /State/Zip: 0. Water 0 Sewer 0 Metro 0 Standby WATER METER DEPOSIT/REFUND BILLING: Name: Phone: Address: City /Sta e/Zip: Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed 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 building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. and is subject to by limitation. The applicant as defined Date application accgpted: I I ()old Date application expires.: v -id 0 /v3 Application taken by: (initials) G4G) AL4- MISCELLANEOUS PEP'IT APPLICATIONS MUST BE SUBMIT1/°°,WITH THE FOLLOWING: > ALL DRAWINGS SHALL BE Al A LEGIBLE SCALE AND NEATLY DRAWN 9):, ,, 6.191'4A1 • `- :.BGIILDING±SI; iE IRANSND UTILITY PLANS ARE TO BE COMBINED > ARCHITECTURAL DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED ARCHITECT > STRUCTURAL CALCULATIONS AND DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED STRUCTURAL ENGINEER > CIVIUSITE PLAN DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED CIVIL ENGINEER (P.E.) ❑ Current copy of Washington State Department of Labor and Industries Valid Contractor's License. If not available at the time of application, a copy of this license will be required before the permit is issued, unless the homeowner will be the builder OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent If the applicant is other tlar.the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the, property owner authorizing the agent to submit this permit'application and obtain the permit will be required as part of this submittal. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT, BUILDING OWNER O/ AGENT: SUBMIT APPLICATION AND REQUIRED CHECKLISTS FOR Above Ground Tanks /Water Tanks - Supported directly upon grade . exceeding 5,000 gallons and a ratio of height to diameter or width which exceeds 2:1 PERMIT REVIEW Submit checklist No: M -9 ❑ Antennas /Satellite Dishes Submit checklist No: M -1 ❑ Bulkhead /Dock •Submit checklist No: M -10 ❑ Commercial Reroof Submit checklist No: M -6 ❑ Demolition Submit checklist No: M -3 ❑ Fences - Over 6 feet in Height Submit checklist No: M -9 iii Land Altering/Grading/Preloads Submit checklist No: M -2 " Miscellaneous Public Works Permits Submit checklist No: H -9 ❑ Manufactured Housing (RED INSIGNIA ONLY) Submit checklist No: M -5 ❑ Moving Oversized Load /Hauling °.`' '° ' Submit checklist No: M -5 ❑ Parking Lots ,t I, Submit checklist No: M -4 ❑ Retaining Walls - Over 4 feet in height Submit checklist No: M -1 ❑ Temporary Facilities Submit checklist No: M -7 ❑ Tree Cutting Submit checklist No: M -2 ❑ Current copy of Washington State Department of Labor and Industries Valid Contractor's License. If not available at the time of application, a copy of this license will be required before the permit is issued, unless the homeowner will be the builder OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent If the applicant is other tlar.the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the, property owner authorizing the agent to submit this permit'application and obtain the permit will be required as part of this submittal. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT, BUILDING OWNER O/ AGENT: /I�_UTHORIZED Signature: Date: / /,_ X0,_00 O` (/) "r Print name: L� iZELFZ r 2iO Phone: () p�,� l `�53 gJ �/ ,_l� 4 Fax #: l v� gj U` _ ?? 2 Address: P©. / O \ ( —CC/LI City /State/Zip: _ _ /(F At 7 . Gki-A- 9 57 ‘ t/ 9/9/99 • City of Tukwila • 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: 2613200150 Permit Number: MI02 -186 Address: 13419 MACADAM RD S TUKW Status: APPROVED Suite No: Applied Date: 11/20/2002 Applicant: SARA DEVELOPMENT Issue Date: Receipt No.: R03 -00297 Payment Amount: 673.25 Initials: LAW Payment Date: 03/11/2003 12:27 PM User ID: 1630 Balance: $0.00 Payee: SARA DEVELOPMENT TRANSACTION LIST: Type Method Description Amount Payment Check 001 673.25 ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES INSP FEE - STORM DRAIN PLAN CHECK - UTILITY STATE BUILDING SURCHARGE 000/322.100 412/342.400 000/345.830 000/386.904 643.75 15.00 10.00 4.50 Total: 673.25 City of fukwila • 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: 2613200150 Permit Number: MI02 -186 Address: 13419 MACADAM RD S TUKW Status: PENDING Suite No: Applied Date: 11/20/2002 Applicant: SARA DEVELOPMENT Issue Date: Receipt No.: R020001616 Initials: User ID: Payee: LAW 1684 Payment Amount: 418.44 Payment Date: 11/22/2002 10:46 AM Balance: $648.25 SURPRISE LAKE DAIRY QUEEN TRANSACTION LIST: Amount Type Method Description Payment Check 5252 418.44 ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000/345.830 418.44 Total: 418.44 INSPECTION NO. CITY OF TUKWILA BUILDING DIVI 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECOR Retain a copy with pe (206)431 -3670 Project: a S her ! Plat Type of Inspection: ).1. n Q Address:13 / l 19 MGLGQ�arn rd S T Date Called:' O3 Special Instructions: Date Wanted: 11-7-03 p.m,, Requester: ar) Morgan Phone No: n52�2-7 —D2•13 ❑ Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: Ir / -7! , Ce> -r fiL .5 ,-t .^.'- Si,,rd,wt ' fi 'ti 0 tI 4_4.41 A c ''-; • Via:,.. >t '. :::,. , .b„{�-' val . it G; Inspector: Date: / El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CIT,Y OF TUKWILA BUILDING DIVISION 6300 outhcenter Blvd., - #100, Tukwila, WA 98188 (206)431 -3670 Projec " e v I te' ; Type of Inspection Cur b Address: _1•'Fi r Date Called: )] /f) c /./ J 5 Special In tructions: e ('ux W .Cy\ . e IMOTYla Date Wanted: / la � k? a.m. Requester: Phone No: X3-97 -8 ,213 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1 Inspector: 0.) Date: 7.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at t300 SoUtftceriter Blvd., Suite 100. CaII to schedule reinspection. In_._. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit PERMI (206) 31 -3670 ' • ject: k► ' _ t °'_ .. ,k t: Type of 1 . pect'tn. rA*3t L. OE/ , 4 • ess: et of ! ! 1i D -te Cal ed: . P '' Special, nstr ct •ns' ®ate Wanted: Cr 763 Requester: 4.egslo) Corrections required prior to approval. Approved per applicable codes. ■ CO MENTS: + Ya ik5 at t9 t 4 ✓ 1 r Y) w 1+ ° ova .S 1 tP A-Irn,..ik e -DPI vvvrk kr y :,/,- Strlki t,v" C, �pe tor: Date: Cr) $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (44 INSPECTION RECORD Retain a copy with permit ilttrOZ % PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: Type of Inspection: Address: / 311q 2h(6 , Q6 Date Called: s 7f 22/03 Special Instructions: Date Wanted: /1 11 a.m. p.m. Requester: 7 /ZT —Gi Phone No: riApproved per applicable codes. Corrections required prior to approval. COMMENTS: 1)n v Uu s.' 7 4 &s-Ati TIA 7'7) odr(l), bc-fd F-61071/4A-7 :3v VAipyi dyia Inspector: 6 1 Date: 7/2, 761 ❑ $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: Type of Inspection: j Address: tn Date Called: fi 7, f /)? EX C ki P / �" S % of - /( Special Instructions: Date Wanted: !r I6 . a.m. p.m. Requester: 1 Phone No: ? " f ` P _ ` I I Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: 7, f /)? EX C ki P / �" S % of - /( s (6 ,/ t /2._." S v leXu iti C6 ° I0. 5r_ "T ('S -/Z s t I6 . ',5,o 0 C (4- /1.1 ? " f ` P _ ` rac 1ti1Ai/ 5 f 3, v t.r . f Inspector: Date: 7/9/0-2, ❑ $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. moo-I8�I INSPECTION RECORD "1 INSPECTION NO. 1 Retain a copy wjth permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pr t: , A D.vet bp�e Tye of spection: - S�t -e_i 13' ilUr nh ate C Iled: .S. 7 /'( /t3 Special Instru bons: 'Par Y iLiA tyl dk U -GJ .W.,v Date Wanted:7 / ft/D a.m. Requester.[' Pho No DS)aqt-Q-0DU) I ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: Ciss) at-ti.) ►'(n■ 4-.� S pci (;r- ! Iws, -p�� 1 ti s 0, i t1W Puy" St ei t �A @. uv, ,,,,,c,_ 6w✓ - - " V'c3 �.s- e P Q -GJ .W.,v 4 °--t'-t) 'i''' „ -e - c9 — ctor: Date: r 7.�f1ly� 47.00 REINSPECTIO FEE REQUIR . Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 INSPECTION RECORD Retain a copy with permit (206)431 -3670 Proj ct: Sc( rR 6 crcyo:pntevr{- Type of Ins ectign: Re- - e 1 /s Ad l r s: � � �r�� n �s Date Crane/4.9- 1 o3 Special Instructions: et,e. Timmy) t1/4-)4 / /-S Date WantRd i z a.n . Requester: Phone N riApproved per applicable codes. Corrections required prior to approval. COMMENTS: .,® %I s`� (/' i-1 41� -T/ ✓e./i �1/ /7� / . sAe -09-C, 4 )1-4teli iip,40-44C er- Sp--64 r1,91(-? d, r 1-- C� - 5 1#A %r // Inspector: /Tr Date: .31) 3 ❑ $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. t,S(6 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 P,Fject: d Type of Inspection: L Address: /3 4// /1144( , Date Called: S. CoARL I41 tk.f' Special Irtans: SA/IA Date Wanted: a.m. p.m• Requestei.g/ 1/4.1 /4 ��Y , 4i ?A f cw-t S /&AJ Phone No: ElApproved per applicable codes. ElCorrections required prior to approval. COMMENTS: 40//0/6 3 CoARL I41 tk.f' .cy cd-L-vim 5 D. (/(4A 4i ?A f cw-t S /&AJ (A/ GA 6 / . /• (4 1,-7 C / , (4 A.4e,v,-, &-) ‘41 S<Z 6/ Zcfc-A - Inspector: 6J Date: /Pk 3 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION RECORD Retain a copy with permit o2 181 PERMIT NO. Projec : r Projec i Lfs-+� Type of Inspection: p� S 3 , n 4-�' . Address: a (J Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. JCOMMENTS: 10/14/0 C: {i i Uzi KC-di of ath—t 'O. a....., p4 ..1 lank 'S� (i r A. �AA . Lei ci .al-- c. /41 s . d p0 A .....t..w....n -el C 'K ‘ e .tl f ic.. C1/21.6 6 . Inspector: Date: 6/1// $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. 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 Ac Pro'ec� t: Type of Inspection: .•..�� „ �] Val , � (J��1T� AddCdr�s : 1 9 �( �( u.w- gDS, Date Called: a-` J %Q Special Instructions: 572 -9/� 3 . 60^1 'L ‘ xc "w c,1,1, Date Wanted: a.m. p.m. Requester: Phone No: d/O ; vt Iii , -dve (cjf I I Approved per applicable codes. ❑ Corrections required prior to approval. 'COMMENTS. 5/9/ 03 -Lin 6.ie c c.91-k 1L.1 S VOLAJ 0) , - iSc i C(j Q 4 4 a-` J %Q 572 -9/� 3 . 60^1 'L ‘ xc "w c,1,1, 1 d1 SO V d/O ; vt Iii , -dve (cjf du_ as Aix2agia S O � �V/ c44 A? Se- ci ,,,t 1--e. IA- (iwci ,i) iktkar ,a2A-LtipieA r Inspector: G') Date: / v(3 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit MI02 -I g(9 JNI ,4i I ,go PER sfP (206)431 -3670 Project: S. ✓Cc. Deve,1cpmen+ Type of Inspection: -CUnan tl oil 1-Ct,`- 111.✓'C Address: R�Date i3-Iq Mc,c.c<d<<M KIS Called: iota) Special Instructions: - c 4- L �%t.t" �� " % /4 , S: — Date Wante a.m. (� JD � 103 p.m. Request /\ Phone No -as - ew-I - -1051 .Approved per applicable codes. El Corrections required prior to approval., COMMENTS: 4e-e:: • / %� 3 4 .,oe • Z, L!✓i' t1 L of ("De./ u �� ve., h v //y ��n, c.'� / �,-y/ q9 S 4I ) Inspector/ ) Dater 7 El $47.00 REINSPECT' • N FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Revised Structural Calculation for Mr. Behzad Chauh Sara Devopment, P.O.Box 5544 Tukwila, WA 98064 F t 1..1. C O I understand that the Plan Check approvals are subject to errors and omissions and approval of plans does not authorize the violation of any adopted code or ordinance. Receipt of con- tractor's copy of approved plans acknowledged. for Detention Vault Sara Short Plat Tukwila, Washington By Date SY/WO Permit No M (CZ IFYP CITY OF TUKWI A APPROVED MAY 1 6 2003 AS NOTE Structural Engineering Services, PLL 28911 8th Ave. S. Federal Way, WA 98003 Tel/Fax 253- 946 -6024 Rolf F. Amundson, F.E. /3011)14G Mots! Structural Engineering Services, PLLC Structural Calculations EL 74.0 for Detention Vault page 1. date 05/12/03 designer RFA EL. 60. 22'-0" EL. 49.67 EL 74.0 EL. WATER LEVEL 55.0 10" AV. SEDIMENT LAYER E - W CROSS SECTION SCALE: 1/4" = 1' -0" SECTION TAKEN AT SOUTH END OF VAULT P 10= (392 psf) IIUUhIIIIIIUflHIIIIiiilIiIiiilluIUII EL 60.5 p1 =910 psf (1,547 psf) P 2 = 1,376 psf (2,339 psf) P 3 = 2,032 psf (3,455 psf) EL. 49.67 98 (166p P 4 = 2,288 psf (3,890 psf) hi Ili P9 = (378 Pp P1 f (89 psf P 9 (378 psf Ati PA loft ,finll Psf P 6 = 564 psf (958 psf) P 7 = 832 psf (1,415 psf) MaitattriattliThatitilliMIM p1 = 65 x 14.0 = 910 psfx 1.7 = 1,547 psf p2 = 65 x 21.17 = 1,376 psfx 1.7 = 2,339 psf p3 = 96 x 21.17 = 2,032 psfx 1.7 = 3,455 psf P4 = 96 x 23.83 = 2,288 psfx 1.7 = 3,890 psf p5 =65x 1.5 =98 psf x 1.7= 166psf p6 = 65 x 8.67 = 564 psf x 1.7 =958psf p7 = 96 x 8.67 = 832 psfx 1.7 = 1,415 psf pg = 96 x 11.33 = 1,088 psfx 1.7 = 1,849 psf P 8 = 1,088 psf (1,849 psf) P 12= 892 psf (1,249 psf) p9 = 62.4 x 4.33 = 270 psfx 1.4 = 378 psf plo = 130 x 1.0 = 130 psf soil 150 x 1.0 = 150 psf slab Total = 280 psf x 1.4 = 392 psf pii = 130 x 10/12 = 108 psf sediment layer 62.5 x 3.75 = 234 psf ay. water wt. 150 x 1.0 = 150 psf bot. slab Total = 492 psf x 1.4 = 689 psf Structural Engineering Services, PLLC page Structural Calculations date 05/12/03 for designer RFA Detention Vault Loading (Cont.) Pie= Pio +pii = 280 + 492 = 772 psf 150 x 1.0 x 8.83 = 120 psf walls 11.0 892 x 1.4 = 1,249 psf Fixed End Moments West Wall p3 =3,455 psf pi =1,547 psf 2' -8" /4= 3,890 psf 2,634 psf Hti p9 = 378 psf bot. M1= 1/12 x 1,547 x (9.833)2 = 12,465 ft. -Ibs. 1/15 x (2,634 - 1,547) x (9.833)2/2 = 3,503 0.02 x (3,455 - 2,339) 2.67 (9.833) = 586 0.01 x 140 x 2.67/2 x 9.833 - 18 0.028 x 378 x 4.833/2 x 9.833 = -251 Total = 16,321 ft. -lbs. M2 = 1/12 x 1,547 x (9.833)2 = 12,465 ft. -lbs. 1 /10 x (2,634 - 1,547) x (9.833)2/2 = 5,255 0.092 x (3,455 - 2,339) 2.67 (9.833)= 2,696 0.068 x 140 x 2.67 /2 x 9.833 = 125 0.095 x 378 x 4.833/2 x 9.833 = -853 Total = 19,688 ft. -lbs. Pg = 1,849 psf East Wall = 1,415 P6 =9 P5 = 166 P11 top 1,253 psf 141- = 378psf bot MI = 1/12 x 166 x (9.833)2 = 1,338 ft. -lbs. M2 1/15 x (1,253 - I66) x (9.833)2/2 = 3,503 0.02 x (1,415 - 958) 2.67 (9.833)= 240 0.01 x 140x2.67/2x9.833 = 18 0.028 x 378 x 4.833/2 x 9.833 = -251 Total = 4,848 ft. -Ibs. = 1/12 x 166 x (9.833)2 = 1,338 ft. -Ibs. 1 /10 x (1,253 - 166) x (9.833)2/2 =5,255 0.092 x (1,415 - 958) 2.67 (9.833) =1,104 0.068 x 140 x 2.67/2 x 9.833 = 125 0.095 x 378 x 4.833/2 x 9.833 = -853 Total = 6,969 ft. -lbs Structural Engineering Services, PLLC page 3 Structural Calculations date 05/13/03 for designer RFA Detention Vault Fixed End Moments (Cont.) Top Slab M = 1/12 x 392 x (21.0)2= 14,406 ft. -Ibs Bot Slab M = 1/12 x (1,249 — 689) x (21.0)2= 20,580 ft. -lbs Moment Distribution N Nco ot M(N CO N- N. (9OOO(D N e 16.263 -385 69 -58 1,52 61 14,406 -9,499 462 -291 1,381 306 3,049 - 14,406 0.319 O O co O O 0.319 -20,580 28 -2,17 485 -54 371 - 22,151 0.319 - co. (O O 0.319 20,580 -4,342 -1'242 -547 14,992 O)(+Om-co . (0 (0 r ti (O 0) cr) 04 (NI Structural Engineering Services, PLLC Structural Calculations for Detention Vault Wall Reinforcement Interior Face of Wall (West Wall) 2' -8" 3, p3 =3,455 psf pi =1,547 psf M1 = 16,263'# top R1= 9,061# 1.31' p4= 3,890 psf 2,634 psf M2 = 22,151'# p9 = 378 psf bot. R2 = 13,749# V = 9,061— 1,547X — 110.5X2/2 = 0 X2 +28X -164 =0 X =4.98 ft/ Pos M = 9,061(4.98) — 1,547(4.98)2/2 — 110.5(4.98)3/6 — 16,263 = 7,403'# D =12 in. d = 12 — 2.5 = 9,5 in. F = 90.25 Ku= 7,403 =82 90.25 p = 0.00236 As =0.00236x 12 x9.5 = 0.27in2 Use #5 @ 10" O.C. Vert As = 0.37 in2 1. 8' Interior Face of Wall (East Wall) 1,406# p7 = 1,415 psf P6 = P5 = 166 M1 = 9,499'# top Ps = 1,849 psf 1,253 psf M2 = 14,991'# p9= 378psf bot Ri = 2,072# R2 = 5,397# V = 2,072 - 166X — 110.5X2/2 = 0 X2 +3X- 37.5 =0 X =4.80 ft. Pos M = 2,072(4.80) — 166(4.80)2/2 — 110.5(4.80)3/6 — 9,499 = - 3,502'# Neg. moment occurs at mid height Use #5 @ 12" O.C. Vert Structural Engineering Services, PLLC page 5" Structural Calculations date 05/13/03 for designer RFA Detention Vault Check for 12 kip wheel load on top slab EL 74.0 24K axle Toad P 10= 280 psf (392 psf) EL. 60.5 p1 =910psf (1,547 psf) P 2 = 1,376 psf (2,339 psf) P 3 = 2,032 psf (3,455 psf) EL. 49.67 22'-0" p9= 270 psf p1 f 492 psf P9= 270 psf 4 (378 Psf) (689 psf) (378 psf) •� alai!!!!!!!littttIIIII!!!!!! *� 1 111 ►itllllaa..��_ -_- .rrllll�l %11L (166 98 psf P 6 = 564 psf (958 Psf) p 7 = 832 psf (1,415 psf) P 4 = 2,288 psf P 8 = 1,088 psf (3,890 psf) AASHO Manual Distribution of wheel loads Width E = 4 + 0.06S S =20ft. E = 4 + 0.06(20) = 5.2 ft. P /ft. = 12,000/5.2 = 2,300 lbs. P„ = (1.7) 2,300 = 3,910 # Use 4,000# F.E.M. = 1/12 x 392 x (21)2 + 1/8 x 4,000 x 21 = 24,906 ft. -lbs. Bot. Slab P12 = 2,300/2 + 892 = 996 psf 11 = 4.000/2 + 1,249 = 1,431 psf 11 F.E.M. = 1/12 x (1,431 — 689) x (21)2 = 27,268 ft. -lbs. (1,849 psf) p12= 996 psf (1,431 psf) Structural Engineering Services, PLLC page 4 Structural Calculations date 05/13/03 for designer RFA Detention Vault Check for 12 kip wheel load on top slab 23.752 -1,091 1,32 -1,8 3,19' -2,73' 24,906 N �j COEN NI�^ Nee 0.319 co (0 0 0 (O 0 0.319 -16 990 1 -9222 2,642 1,370 6,398 - 24,906 0.319 0 0.319 - 27,268 27,268 2,418 -6,475 -3,23 1,209 1,96 -2,564 -1,28 982 1.037 -1.213 - 26,368 19,207 Reinforcement Bot. Corner (West Wall) Max. Moment = 26,368 ft. -lbs. i' = 2,500 psi fy = 40,000 psi Bot. Slab D =12 in. d = 12 — 3.5 = 8.5 in. F = bd2 = 12(8.5)2= 72.25 12 12 Ku = 26,368 = 365 72.25 p= 0.01115 A8= 0.01115x 12x8.5=1.14 in2 Use *7 @ 6" OC AB = 1.20 in2 17isvAnj(NI �O (�D OND g fg+Ngl � co..Ln11 4? 9 -`4N Structural Engineering Services, PLLC page 7 Structural Calculations date 05/13/03 for designer RFA Detention Vault Reinforcement Top Corner (West Wall) Max. Moment = 23,752 ft. -lbs. f c = 2,500 psi fy = 40,000 psi Top. Slab/Wall D = 12 in. d = 12 — 2.5 = 9.5 in. F =bd2 = 12(9.5)2 = 90.25 12 12 K„ = 23,752 = 263 90.25 p = 0.0070 As = 0.0078 x 12 x 9.5 = 0.89 in2 *7 @7 1 /2 "OC As= 0.96in2 Bot. Corner (East Wall) Max. Moment = 19,207 ft. -lbs. Bot. Slab D= 12 in. d= 12 — 3.5 = 8.5 in. F = bd2 = 12(8.5)2= 72.25 12 12 K„ = 19,207 = 266 72.25 p = 0.0079 As= 0.0079x 12x8.5 =0.81 in2 Use *7 @ 8" OC As = 0.90 in2 Top Corner (East Wall) Max. Moment = 16,990 ft. -lbs. Top. Slab/Wall D = 12 in. d = 12 — 2.5 = 9.5 in. F = bd2 = 12(9.5)2 = 90.25 12 12 Ku = 16,990 = 188 90.25 p = 0.0055 As= 0.0055 x 12x9.5 =0.63 in2 Use #7 @ 10" O.C. As = 0.72 in2 Reinforcement Top Slab CM1= 23,752'# 4 C2M2= 6,368 Structural Engineering Services, PLLC page g Structural Calculations date_05 /13/03 for designer RFA Detention Vault P = 4,000# 10 = 392 psf 4 Rl = 6,438# 21' 0" M3 = 16,990'# RR = 5,794# Max Pos. M = 6,438(10.5) — 392(10.5)2/2 — 23,752 = 22,238 ft. -lbs. D= 12 in. d= 12 — 2.5 = 9.5 in. F = F = bd2 = 12(9,5)2= 90.25 12 12 K„ = 22,238 = 246 90.25 p = 0.0073 As= 0.0073 x 12x9.5 = 0.83 in2 Use #7 @ 8" O.C. Bot. As = 0.90 in2 Bot. Slab p12 -p11 =4,431 +689=- 742psf 44 R o 8,132# RR 77,450# 21' -0" M4 = 19,207'# Max Mom. = (8.132)2 — 26,368 = 18,194 ft. -lbs. 2(742) D= 12 in. d= 12- 2.5 =9.5 in. F = 90.25 Ku = 18.194 = 202 90.25 p= 0.0059 As= 0.0059x 12x9.5= 0.67in2 Use #7 @ 10" O.C. Top Bars As = 0.72 in2 Structural Engineering Services, PLLC page ci Structural Calculations date 05/13/03 for designer RFA Detention Vault Check section at north end of vault EL 68.0 EL 68.0 7'-6" EL. 60. EL. 48.83-_ , EL. WATER LEVEL 55.0 EL. 60. p1= 520 psf (884 psf) \\10" AV. SEDIMENT LAYER E - W CROSS SECTION SCALE: 1/4" = 1'-0" SECTION TAKEN AT NORTH END OF VAULT 24K le load P10= (sf ) 22'-0" P2 = 986 sf / (1,676 psf) P 3 =1 456 psf _ (.475 p I.. EL.48.8 P 4 = 1,792 psf (3,047 psf) 1' IL P9 = 323 psf p1 T. 544 P9= 323 psf win (452 psf) (762 psf) (452 psf) u11, 1117....___ MITI'!!!!!!!!!!. i l in P - 98 psf (166p = 564 psf (958 psf) P 7 = 832 psf E (1,415 psf) atagglEggiggittittillingtilat 8 - 1,168 psf (1,986 psf) P 12= 1,060 psf (1,520 psf) Structural Engineering Services, PLLC Structural Calculations for Detention Vault Loading p1= 65x8.0= 520 psf x 1.7 = 884 psf p2 = 65 x 15.17 = 986 psf x 1.7 = 1,676 psf p3 = 96 x 15.17 = 1,456 psfx 1.7 = 2,475 psf P4 = 96 x 18.67 = 1,792 psfx 1.7 = 3,047 psf ps =65x 1.5= 98 psf x 1.7= 166psf p6 = 65 x 8.67 = 564 psfx 1.7= 958psf p7= 96 x 8.67 = 832 psf x 1.7 = 1,415 psf p8 = 96 x 12.17 = 1,168 psfx 1.7 = 1,986 psf Fixed End Moments West Wall p3 =2,475 psf pi =884 psf M, 3' -6" page /0 date 05/13/03 designer RFA p9 = 62.4 x 5.17 = 323 psfx 1.4 = 452 psf pio = 130 x 1.0 = 130 psf soil 150 x 1.0 = 150 psf slab Total = 280 psf x 1.4 = 392 psf p11= 130 x 10/12 = 108 psf sediment layer 62.5 x 4.58 = 286 psf ay. water wt. 150 x 1.0 = 150 psf bot. slab Total = 544 psfx 1.4 = 762 psf P12 = p10 + p11 = 280 + 544 = 824 psf 150 x 1.0 x 9.67 = 132 psf walls 11.0 956 psfx 1.4 = 1,338 psf 2,300/2 = 104 psf x 1.7 = 182 psf 11 1,060 psf 1,520 psf p4= 3,047 psf 2,063 psf p9 = 452 psf bot. M1= 1/12 x 884 x (10.67)2 = 8,387 ft. -lbs. 1/15 x (2,063 - 884) x (10.67)2/2 = 4,474 0.027 x (2,475 - 1,676) 3.50 (10.67) = 806 0.014 x 185 x 3.50/2 x 10.67 = 48 0.032x 452 x 5.67/2 x 10.67 = -438 Total = 13,277 ft. -lbs. M2 = 1/12 x 884 x (10.67)2 = 8,387 ft. -lbs. 1/10 x (2,063 - 884) x (10.67)2/2 = 6,711 0.101 x (2,475 - 1,676) 3.50 (10.67)= 3,014 0.077 x 185 x 3.50/2 x 10.67 = 266 0.098 x 452 x 5.67/2 x 10.67 = -1,340 Total = 17,038 ft. -lbs. Structural Engineering Services, PLLC Structural Calculations for Detention Vault 3' -6" Fixed End Moments (Cont.) East Wall P5 = 166 fit top p7= 1,415 psf P6 = = 1,986 psf 1,345 psf Mti p9 = 452 psf bot page // date 05/14/03 designer RFA M1 =1/12 x 166 x (10.67)2 = 1,575ft. -lbs. M2 = 1 /12 x 166 x (10.67)2 = 1,575 ft. -lbs. 1 /10 x (1,345 - 166) x (10.67)2/2 =6,711 0.101 x (1,415 - 958) 3.50 (10.67) =1,724 0.077 x 185 x 3.50/2 x 10.67 = 266 0.098 x 452 x 5.67/2 x 10.67 = -1,340 Total = 8,936 ft. -Ibs 1/15 x (1,345 - 166) x (10.67)2/2 = 4,474 0.027 x (1,415 - 958) 3.50 (10.67)= 461 0.014x 185x3,50/2x 10.67 = 48 0.032 x 452 x 5.67/2 x 10.67 = -438 Total = 6,120 ft. -lbs. Top Slab M = 1 /12 x 392 x (21)2 + 1/8 x 4,000 x 21 = 24,906 ft. -Ibs Bot. Slab M = 1/12 x (1,520 - 762) x (21)2 = 27,856 ft. -lbs 22.011 -1,254 1,382- -2,275 3,16 -3,91 24,906 o c'3�n�pmp Or- O M14 rN N�qcvi 1� r O ��b��cr3 •' MNCO2,,_0 - 17,616 1,283 i -1,138 2,774 1,960 6,331 -24,906 01 0.337 CO O 0.337 el CO 0.337 -27,856 3,646 - 3,188 2,37 A '• 4 A 27,856 -6,376 - 1,823 -2,713 1,186 -1.319 CO �INtgCfl jN VNVCO1,0 ti CVC�tonjN 1- CO en CO V N MP/.1%) tf) N M CL) 1.NCV N Structural Engineering Services, PLLC page /2 Structural Calculations date 05/14/03 for designer RFA Detention Vault Reinforcement Moments at corners are less critical than section at south end of vault Bot. Corner (East Wall) Max. Moment = 20,457 ft. -lbs. Bot. Slab D = 12 in. d = 12 — 3.5 = 8.5 in. F =bd2 = 12(8.5)2= 72.25 12 12 Ku= 20.457 =283 72.25 p = 0.00845 As = 0.00845 x 12 x 8.5 = 0.86 in2 Use *7 @ 8" OC As = 0.90 in2 M1= 22,011' Top Corner (East Wall) Max. Moment = 17,616 ft. -lbs. Top. Slab/Wall D = 12 in. d = 12 — 2.5 = 9.5 in. F = bd2 = 12(9.5)2 = 90.25 12 12 Ku = 17.616 = 195 90.25 p = 0.0057 A8= 0.0057 x 12 x 9.5 = 0.65 in2 Use #7 @ 10" 0.0 A6 = 0.72 in2 Top Slab P = 4,000# =392 .s RL = 6,325# M3 = 17,616'# RR = 5,907# Max Pos. M = 6,325(10.5) — 392(10.5)2/2 — 22,011 = 22,792 ft. -lbs. D= 12 in. d= 12 — 2.5 = 9.5 in. F = F = bd2 = 12(9.5)2 = 90.25 12 12 Ku = 22, 792 = 253 90.25 p = 0.0075 A8= 0.0075x 12x9.5= 0.86in2 Use #7 jai, 8" O.C. Bot, A8 = 0.90 in2 Structural Engineering Services, PLLC page /3 Structural Calculations date 05/14/03 for designer RFA Detention Vault Reinforcement (Cont.) Bot. Slab flM2 = 25,170 P12 - pi' = -1,520 + 762 = - 758psf 4 R= 8,183# 21' -0" RR 17,735# Ma = 20,457'# Max Mom. = (8,183)2 — 25,170 = 19,000 ft. -Ibs. 2(758) D= 12 in. d= 12- 2.5= 9.5in. F = 90.25 Ku = 19,000 = 210 90.25 p = 0.0061 = 0.0061x 12 x 9.5 = 0.70 in2 Lie #7 10" O C Top Bars A8 = 0.72 in2 Structural Engineering Services, PLLC Structural Calculations for Detention Vault Check vault for sliding AVERAGE EL. 71.0—\ EL. 60. P1 =682 p2 =1,181 psf P 3 = 1,744 psf EL. 49.50 P4 22' -0" N page /4 date 05/13/03 designer RFA —450 psf = 2;064 psf pi =65x10.5= 682psf p2 = 65 x 18.17 = 1,181 psf p3 =96x 18.17 = 1,744psf P4 = 96 x 21.5 = 2,064 psf Active pressure, Pa P8 = (682 + 1,181) 7.67 + (1,744 + 2,064) 3.33 = 2 2 Pa = 13,485 x 77.0 = 1,038,345# Passive pressure Pp = (450 + 2.700) (10.0)77 = 1,212,750# Gravity Load Wt. of Vault Top Slab 150 x 22 x 77 Bot. Slab 150 x 22 x 77 East & West Walls 2 x 150 x 9.0 x 75 North Wall 2x 150 x 11.0x(9.67 South Wall 2 x 150 x 11.0 x(8.83 Soil Wt. on Top of Tank 110 x 1.0 x 22 x 77 Frictional Resistance = 959,740 x 0.30 = 287,922# Passive pressure, Pp = 1,212,750# Total = 1,500,672# Safety Factor= 1,500,672 = 1.45 < 1.5 close O.K. 1,038,345 13,485 # /ft. Ps 2,700 psf p5 = 225 x 2.0 = 450 psf p6 = 225 x 12.0 = 2,700 psf = 254,100# = 254,100# = 202,500# + 10.167)/2 = 32,731# + 9.333)/2 = 29,969# Total Wt. = 773,400# = 186,340# Total Wt. = 959,740# Structural Engineering Services, PLLC page Structural Calculations date 10/20/02 for designer RFA Detention Vault Check for vault full of water prior to backfilling P2= 150 psf (210 psf) 27-0" EL. 60.5-x. EL. 48. ps (1,U psrf p �� IP17424 f p(�742psf)s rlarhI roil 1IIlilll!!L111111 HuiIlllIIIIIIlhIIunnilIIJIIl1 P4= 1,061 psf (1,485 psf) p1 =62.4x 10= 624psfx 1.4= 874psf p2 = 150 x 12/12 = 150 psf x 1.4 = 210 psf p3 = 62.5 x10 = 625 psf water 150 x 12/12 = 150 psf bot slab Total = 775 psf x 1.4 = 1,085 psf P4 = p2 + p3 = 150 + 775 = 925 psf 150x 12/12x 10 = 136 psf walls 11 1,061 psf x 1.4 = 1,485 psf Fixed End Moments Walls M1= 1/15 x 874 x (11)2/2 = 3,525 ft.-lbs. M2 = 1/10 x 874 x (11)2/2 = 5,288 ft. -lbs. Top Slab M= 1/12 x 210 x (21)2 = 7,718 ft. -lbs. Bot p1= 874 psf Bot. Slab M = 1/12 x (1.485 — 1.085) x (21)2= 14,700 ft. -lbs. Structural Engineering Services, PLLC Structural Calculations for Detention Vault Check for vault full of water prior to backfilling 3,044 -1,298 1,453 --�_ -2,906 1,922 i---__ -3.845 7,718 N N N CO QO LO . co Tr co 1,- O) .,...c4 O v. co to to co -, c7 cV N to CO 1, co )( al co CV CV co" � k1 CO CO M Ir) 03 '7 N C' tci -7,718 0.342 CO O C u) 0 0.342 - 14,700 6,836 -3,418 2,434 -1,217 1,372 -8,693 Reinforcement Outside face of walls M1 = M2 = 8,693'# 3,044'# Bot p1= 874 psf 111= 1,089# R2 = 3,71: # V = 1,089 — 79.45(X)2/2 = 0 Ku = 757 = 8 X = 5.24 ft. 90.25 Pos. M = 1,089(5.24) — 79.45(5.24)3/6 — 3,044 Use #4® 1-2" O.C. Vert. = 757 ft. -lbs. /!o" D= 12 in. d = 12 — 2.5 = 9.5 in. F = 90.25 0.342 co to CO O to co 0.342 0 14,700 Reinforcement Top Slab (M= 3,044'# Structural Engineering Services, PLLC page Structural Calculations date 10/22/02 for designer RFA Detention Vault p2 = 210 psf 21' 0" 3,044 `# Pos M = 1/8(210)(21.0)2 — 3,044 = 8,532 ft. -lbs.< 19,516 ft. -lbs. Use #7 @ 9" O.C. Bot, Bot. Slab P4 — p3 = -1,485 + 1,085 = -400 psf (M= 8,693'# 21' -0" )8693# M = - 1/8(400)(21)2 + 8,693 = - 13,357 ft. -lbs.< 15,333 ft. -lbs. GIs #7 12" O.C, Top Bars Check for vault full of water w/o top slab Mcantilever = 1/6(874)(10)3 = 145,667 ft. -lbs. Too high Support wall at top prior to filling vault with water Mom. @ base(support at top) = 2/15W1 10 ft. = 2/15(874)(10)2 = 5,827 ft. -lbs. 2 F =90.25 Ku =5,827 =65 p= 0.0019 90.25 As= 0.0019x 12 x 9.5 = 0.22 in2 p = 874 psf Use #5 @ 12" O.C. Interior Face Mom. @ midheight = i.1 '63W1 = 0.05963(874)(10)2 = 2,606 ft. -lbs. 2 F = 90.25 Ku = 2,606 = 29 p = 0.0008 90.25 As= 0.0008 x 12 x 9.5 = 0/09 in2 Use #4 (a,.1 -2" O.C. Vert. Ext. Face /( Vault must be supported at the top of wall either prior to backfilling or prior to testing vault for water tiuhtness by flline with water unless ton slab is noured and set P2:1,216 psi (2,068 psi) Structural Engineering Services, PLLC Structural Calculations for Detention Vault 77' -0" 60' -0" 15-0" page 16 date 10/28/02 designer RF iRey 02/08 0 3 NORTH WALL P5 4 ( 2 psi) SOUTH WALL EL. WATER LEVEL SILO p =270pst 6 (378 p N - S CROSS SECTION SCALE. 114" = r-0" SECTION TAKEN AT CENTERLINE pi = 96 x 1.50 = 144 psf x 1.7 = 245 psf 132 = 96 x 12.67 = 1,216 psfx 1.7 = 2,068 psf p3= 96x2.5= 240psfx 1.7 =408psf p4 = 96 x 12.83 = 1,232 psf x 1.7 = 2,094 psf ps = 62.4 x 5.17 = 323 psfx 1.4 =452 psf P6 = 62.4 x 4.33 = 270 psfx 1.4 = 378 psf North Wall 245 psf 10,181# ; 2,068 psf Mi = 9,7 ft -lbs RL = 4,291# Consider ends fixed Mi = 1/12 x 245 x (11.17)2 = 2,547 ft. -lbs. 1/15 x (2,068 — 245) x (11.17)2/2 =7,582 0.030 x 452 x 5.67/2 x 11.17 = -429 Total = 9,700 ft. -lbs. 452 psf M2 = 12,546 ft. -lbs RR = 7,346# M2 = 1/12 x 245 x (11.17)2 = 2,547 ft. -lbs. 1/10 x (2,068 —245) x (11.17)2/2 = 11,373 0.096 x 452 x 5.67/2 x 11.17 = -1,374 Total = 12,546 ft. -lbs. V = 4,291 — 245X — 163.2X2/2 = 0 X2 +3.0X- 52.6 =0 X =5.9ft. Pos. M = 4,291 (5.9) — 245(5.9)2/2 — 163.2 (5.9)3/6 — 9,700 = 5,766 ft. -lbs. m N p3�40 psf (408 psf) p4'1,232 psf (2,094 psi) Structural Engineering Services, PLLC Structural Calculations for Detention Vault Reinforcement —North Wall _-.. _..._, Bot. of wall _ ..__. .. M = 12,546 ft. -lbs. D =12 in. d= 12- 4 =8in. F =bd2= 12(8)2 =64 12 12 Ku = 12,546 = 196 64 p = 0.0057 AS= 0.0057x 12x 8 =0.55 in2 Us2" O.C. Ae = 0.60 in2 Top of wall M = 9,700 ft. -lbs. D =12 d= 12- 3= 9.Oin. F = bd2 = 12(9)2 = 81 12 12 Ku = 9.700 = 120 81 p = 0.0035 As= 0.0035x 12x9= 0.38in2 Use #5 a 9" O.C, As = 0.41 in2 Interior Face of wall M = 5,766 ft. -lbs. D =12 in d= 12 – 2.5 = 9.5 in. F = bd2 = 12(9.52 = 90.25 12 12 Ku = 5.766 = 64 90.25 p = 0.0018 A8= 0.0018x 12x9.5 =0.21 in2 Use #4 @ 10" O.C. Vert. A. = 0.24 in2 page /1 date 10/31/02 designer RFA Rev. o L-71763 South Wall 408 psf M1= 9,380 ft-lbs Structural Engineering Services, PLLC page 20 Structural Calculations date 10/31/02 for designer RFA Detention Vault Rev. 02/08/03 378 psf RL = 4,640# RR = 7,373# Consider ends fixed M1= 1/12 x 408 x (10.33)2 = 3,628 ft. -lbs. 1/15 x (2,094 – 408) x (10.33)2/2 = 5,997 0.026 x 378 x 4.83/2 x 10.33 = -245 Total = 9,380 ft. -lbs. M2 = 1/12 x 408 x (10.33)2 = 3,628 ft. -lbs. 1/10 x (2,094 – 408) x (10.33)2/2 = 8,996 0.093 x 378 x 4.83/2 x 10.33 = -877 Total = 11,747 ft. -Ibs. V = 4,640 – 408X – 163.2X2/2 = 0 X2 +5.0X- 56.9 =0 X =5.45 ft. Pos. M = 4,640 (5.45) – 408(5.45)2/2 – 163.2 (5.45)'/6 – 9,380 = 5,446 ft. -lbs. Reinforcement —South Wall Bot. of wall M = 11,747 ft. -lbs. D =12 in. d= 12- 4 =8in. F = bd2 = 12(8)2 = 64 12 12 KL1= 11,747 = 184 64 p = 0.0054 Ag= 0.0054x 12x8 =0.52 in2 Use #7 g Ag = 0.60 in2 Top of wall M= 9,380ft. -lbs. K„= 9380 =116 D =12 d= 12- 3= 9.Oin. 81 F = bd2 = 12(9)2_ = 81 p = 0.0033 12 12 As = 0.0033 x 12 x 9 = 0.36 in2 Use #50,_9" O.C, Ae = 0.41 in2 Structural Engineering Services, PLLC page -g/ Structural Calculations date 10/31/02 for designer RFA Detention Vault Rev., 02/08/03 Reinforcement —South Wall Interior Face of wall M = 5,446 ft. -lbs. D= 12 in d= 12- 2.5= 9.5in. F = bd2 = 12(9.52= 90.25 12 12 Ku =5 ..446® =60 90.25 p = 0.0017 A8= 0.0017x 12x9.5 = 0:19in2 Use #4 @ 10" O.C. Vert. A. = 0.24 in2 FILE COPY 1 • • 1 Revised Structural Calculations for Mr. Behzad Chauhdry Sara Devopment, Inc. P.O.Box 5544 Tukwila, WA 98064 for Detention Vault Sara Short Plat Tukwila, Washington cATY Of TM" APPfkOVED MAR - 6 2003 AS 140 ILO C 1E 11 FEB 2 1 2003 REID MIDDLETON MI01-0 Structural Engineering Services, PLL 28911 8th Ave. S. Federal Way, WA 98003 Tel/Fax 253- 946 -6024 Rolf F. Amundson, P.E. • Structural Engineering Services, PLLC page_ Structural Calculations date 09/18/02 EL 74.0 for designer RFA Detention Vault Rev. 02/06/03 EL 74.0 EL.64,0 EL. 53.50 EL. WATER LEVEL 58.0 10" AV. SEDIMENT LAYER E - W CROSS SECTION SCALE: 1/4" = 1' -0" SECTION TAKEN AT SOUTH END OF VAULT P 6 = 280 psf (392 Psf) IIIIIiUUhIIUuhIIIIU lllljuIIIIIII lI; EL 64,0 p 1 = 960 psf (1,632 psf) EL 53.50 P 3 96 psf (163ps P2 = 1,968 psf (3,346 psf) P4 = 1,104 psf ttattatintatainrntatatin (1,877 psf) P 8 = 846 psf (1,184105y P7 = 130 x 10/12 = 108 psf sediment layer 62.5 x 3.08 = 192 psf ay. water wt. 150 x 12/12 = 150 psf bot slab Total = 450 psfx 1.4 = 630 psf ps= p6 +p7= 280 +450= 730psf 150 x 12/12 x 8.5 = 116 psf walls 11,0 846 psf x 1.4 = 1,184 psf pi = 96 x 10.0= 960 psf x 1.7= 1,632 psf p2 = 96 x 20.5 = 1,968 psfx 1.7 = 3,346 psf p3 =96x 1 = 96psfx 1.7= 163 psf p4 = 96 x 11.50 = 1,104 psfx 1.7 = 1,877 psf p5 = 62.4 x 3.5 = 218 psfx 1.4= 306psf p6 = 130 x 1.0 = 130 psf soil 150 x 12/12 = 150 psf slab Total = 280 psfx 1.4 = 392 psf • • Structural Engineering Services, PLLC Structural Calculations for Detention Vault Fixed End Moments West Wall M1= 1/12 x 1,632 x (9.5)2 1/15 x (3,346 — 1,632) x (9.5)2/2 0.022 x 306 x 4.0/2 x 9.5 Total M2 = 1/12 x 1,632 x (9.5)2 1 /10 x (3,346 — 1,632) x (9.5)2/2 0.089 x 306 x 4.0/2 x 9.5 Total East Wall = 3,346 psf p5 =306 psf bot. = 12,274 ft. -lbs. = 5,156 = -128 = 17,302 ft. -lbs. = 12,274 ft. -lbs. = 7,734 = -517 = 19,491 ft. -lbs. p4 = 1,877 psf >ti p5 = 306 psf bot Mi = 1/12 x 163 x (9.5)2 = 1,226 ft. -lbs. 1/15 x (1,877 - 163) x (9.5)2/2 = 5,156 0.022 x 306 x 4.0/2 x 9.5 = -128 Total = 6,254 ft. -lbs. M2 = 1/12 x 163 x (9.5)2 = 1,226 ft. -lbs. 1 /10 x (1,877 — 163) x (9.5)2/2 = 7,734 0.089 x 306 x 4.0/2 x 9.5 = -517 Total = 8,443 ft. -lbs. Top Slab M = 1/12 x 392 x (21.0)2= 14,406 ft. -lbs. Bot Slab M = 1/12 x (1,184 — 630) x (21.0)2 = 20,360 ft. -lbs. • • Structural Engineering Services, PLLC page 3 Structural Calculations date 10/16/02 for designer RFA Detention Vault Rev. 02/06/03 Moment Distribution J A .1 A, A, M rnrna0odrn0 • N0C)CD_ ✓ � 0�• �� F.; , 16.387 -568. 1,26 _ 14,400 4 406 ✓ - 10,137✓ -244 ✓ 1,137✓ 450' 2,535 `� - 14,406/ 1J4 0.311 a ) 3 o - co ~ m N ( 0 - to 0 00 I - c tri cv c 0 1 ! 0) 0.311 co 0 a) co 0 0.311 co 0 0.311 - 20,360 ✓ X270 ✓- 1,853/ �✓ '45 ✓ 310 - 21,825 ✓ Reinforcement Bot. Corner (West Wall) Max. Moment = 21,825 ft. -lbs. f', = 2,500 psi fy = 40,000 psi Bot. Slab D= 12 in. d= 12- 3.5= 8.5in. F =bd2 = 12(8.5)2 = 72.25 12 12 K„= 21.825 =302 72.25 p = 0.00903 A8 = 0.00903 x 12 x 8.5 = 0.92 in2 Use *7 @ T' OC Ag = 1.03 in2 Use 12 in. walls and slabs 20,360 -3171g tvl'i -915 -433 15,574/ ceh�'- 0000 �tN00D00No it) Top Corner (West Wall) Max. Moment = 16,387 ft. -lbs. p = 0.00533 Top. Slab/Wall D = 12 in. d = 12 — 2.5 = 9.5 in. A = 0.00533 x 12 x 9.5 = 0.61 in2 F = bd2 = 12(9.5)2 = 90.25 *7 @a, 10" OC Aa = 0.72 in2 12 12 K„= 16.387 = 182 90.25 • • Structural Engineering Services, PLLC page 4 Structural Calculations date 10/18/02 for designer RFA Detention Vault Rev. 02/06/03 Reinforcement Bot. Corner (East Wall) Max. Moment = 15,574 ft. -lbs. Bot. Slab D = 12 in. d = 12 — 3.5 = 8.5 in. F = bd2 = 12(8.5)2 = 72.25 12 12 K„= 15.574 =216 72.25 p = 0.0063 A6= 0.0063 x 12x8.5 =0.64 in2 Use *7 @ 10" OC As = 0.72 in2 Top Corner (East Wall) Max. Moment = 10,137 ft. -Ibs. Top. Slab/Wall D = 12 in. d = 12 — 2.5 = 9.5 in. F = bd2 = 12(9.5)2 = 90.25 12 12 Ku= 10.137 =112 90.25 p = 0.0032 Ag= 0.0032x 12x9.5= 0.36in2 Use #5 @ 10" O.C. As = 0.37 in2 • . Structural Engineering Services, PLLC Structural Calculations for Detention Vault Interior Face of Wall (West Wall) 8,142 p2 pi =1,632 psf ! M1= 16,387'# Emommiiiiimmailimmi - to • MN= =3 46 psf M2 = 21,825 `# p5 = 306 psf bot. R1= 9,808# R2 = 13,226# V = 9,808 — 1,632 X — 180.4 X2/2 = 0 X2 + 18.1X — 108.7 = 0 X =4.76 ft. Pos M = 9,808(4.76) — 1,632(4.76)2/2 — 180.4(4.76)3/6 — 16,387 = 8,568'# D =12 in. d = 12 — 2.5 = 9.5 in. F = 90.25 K„= 8,568 =95 90.25 p = 0.0027 AB= 0.0027x 12x9.5 =0.31 in2 Use #5 @ 10" O.C. Vert. A8 = 0.37 in2 Min Hor. A8 = 0,0025 x 12 x 12 = 0.36 in2 Use #4 @ 12" O.C. Hor. Each Face A. = 0.40 in2 Interior Face of Wall (East Wall) 8,142# p4 = 1,877 psf p3 =163p M3 = 10,137'# top R3 = 2,830# 1,548 M4 = 15,574'# p5= 306 psf bot R4 = 6,248# V= 2,830 -163 X — 180.4 X2/2 = 0 X2+ 1.807X- 31.37 =0 X =4.77 ft. Pos M = 2,830(4.77) — 163(4.77)2/2 — 180.4(4.77)3/6 — 10,137 = 1,755'# D= 12 in. d= 12- 2.5 =9.5 in. F = 90.25 Ku= 1,755 =19 90.25 p = 0.0005 A8 = 0.0005 x 12 x Min A8= 0.0015x Use #5@ 12 "O.C. Use#4@ 12 "OC page 5 date 10/19/02 designer RFA Rev. 02/06/03 9.5 = 0.057 in2 12x 12= 0.216in2 Vert, A. = 0.31 in2 Hor. Each Face Reinforcement Top Slab M1= 16,387'# • • Structural Engineering Services, PLLC page 6 Structural Calculations date 10/20/02 for designer RFA Detention Vault Rev. 02/06/03 P6= 392psf • R1,= 4,414# 21' 0" M3 = 10,137'# RR = 3,818# Max Pos. M = (4,414)2— 16,387 = 8,464 ft. -lbs. 2(392) D =12 in. d= 12 -2 =10 in. F = F = bd2 = 12(10)2 = 100 12 12 Ku= 8,464 =85 100 p = 0.00244 Min A. = 0.002 x 12 x 12= 0.29 in2 Use #5 @ 12" O.C. Bot. Ag = 0.31 in2 Bot. Slab ps —p7= -1,184 +630=- 554psf M2 = M4 = 15,574'# 21,825'# 21' -0" • R =6,115# RR- 5,519# Max Mom. = (6,115)2— 21,825 = 11,923 ft. -lbs. 2(554) D =12 in. d= 12 -2 =10 in. F =100 Ku = 11.923 = 119 100 p = 0.00343 A8 = 0.00343 x 12 x 10 = 0.41 in2 Ise # , 8" O.0 Top Bars AB = 0.47 in2 • • Structural Engineering Services, PLLC page 7 Structural Calculations date 10 /20/02 for designer RFA Detention Vault Rev. 02/06/03 Check for 12 kip wheel load on top slab EL 74.0 24 k axle load 1 P 6 = (392 psf) IIIIIIIIIIIII /1 /1 / /111lll /1 /11 /llI11t111 /1 EL. 64,0 p 1 = 960 psf (1,632 psf) EL. 53.50 22' -O" - 96 psf (163ps P 2 = 1,968 psf (3,346 psf) l P 4 = 1,104 psf ttnitintaltteltataatttattattgl (1,877 psf) P8 = 950 1,366 AASHO Manual Distribution of wheel loads WidthE= 4 +0.06S S =20 ft. E =4 +0.06(20) =5.2ft. P /ft. = 12,000/5.2 = 2,300 lbs. P. = (1.7) 2,300 = 3,910 # Use 4,000# F.E.M. = 1/12 x 392 x (21)2 + 1/8 x 4,000 x 21 = 24,906 ft. -lbs. Bot. Slab P8 = 2,300/2 + 846 = 950 psf 11 = 4,000/2 + 1,184 = 1,366 psf 11 F.E.M. = 1/12 x (1,366 — 630) x (21)2 = 27,048 ft. -lbs. • • Structural Engineering Services, PLLC page Structural Calculations date 10/20/02 for designer RFA Detention Vault Rev. 02/07/03 Check for 12 kip wheel load on top slab 42,1,9 51 18 v•71,71 I%✓-2 2,90 , 36 24,906 -17, 7021 1 -856 2,361`!- 1,1821 5,801 - 24,906 0.311 0.311 0.311 -4,048 048 ✓- -2, 893-6 V1,714 X15 - 26,102 Reinforcement Bot. Corner (West Wall) Max. Moment = 26,102 ft. -lbs. = 2,500 psi fy = 40,000 psi Bot. Slab D = 12 in. d = 12 -3.5 = 8.5 in. F = bd2 = 12(8.5)2= 72.25 12 12 K„= 26,102 =361 72.25 p = 0.0110 As= 0.O110x 12x8.5= 1.122in2 Use *7 @6 "OC Ag= 1.20in2 27,048 -5,786 1,175✓ - 2,364/ 857 -1.080 19,850 V t • Structural Engineering Services, PLLC page Structural Calculations date 10/20/02 for designer RFA Detention Vault Rev. 02/07/03 Reinforcement Top Corner (West Wall) Max. Moment = 23,951 ft. -lbs. = 2,500 psi fy = 40,000 psi Top. Slab/Wall D = 12 in. d = 12 — 2.5 = 9.5 in. F =bd2 = 12(9.5)2 = 90.25 12 12 K„= 23.951 =265 90.25 p= 0.0079 A8= 0.0079x 12x9.5= 0.90in2 *7 @ 7 1/2" OC A = 0.96 in2 Bot. Corner (East Wall) Max. Moment = 19,850 ft. -lbs. Bot. Slab D = 12 in. d = 12 — 3.5 = 8.5 in. F = bd2 = 12(8.5)2 = 72.25 12 12 K„ = 19,850 = 275 72.25 p = 0.0082 A8= 0.0082x 12x8.5 = 0.84in2 Use *7 @ 8" OC A$ = 0.90 in2 Top Corner (East Wall) Max. Moment = 17,702 ft. -lbs. Top. Slab/Wall D = 12 in. d = 12 — 2.5 = 9.5 in. F = bd2 = 12(9.5)2= 90.25 12 12 K„= 17.702 =196 90.25 p = 0.0057 Ag= 0.0057x 12x9.5 =0.65 in2 Use #7 @ 10" O.C. A$ = 0.72 in2 • • Structural Engineering Services, PLLC page /0 Structural Calculations date 10/20/02 for designer RFA Detention Vault Rev. 02/07/03 Reinforcement Top Slab P = 4,000# /M1= 6 = 392 psf M3 = 23,951'# • 21' 0" RL = 6,414# RR = 5,818# 17,702'# Max Pos. M = 6,414(10.5) — 392(10.5)2/2 — 23,951 = 21,787 ft. -lbs. D =12 in. d = 12 — 2.5 = 9.5 in. F = F = bd2 = 12(9.5)2= 90.25 12 12 Ku= 21,787 =241 90.25 p = 0.0071 As= 0.0071 x 12x9.5 =0.81 in2 Use #7 @a, 8" O.C. Bot, A8 = 0.90 in2 Bot. Slab /1M2 = `26,102 # p8—p7= -1,366 +630 = -736 psf 1 RL = 8,026# 21' -0" RR - 7,430# Max Mom. = (8.026)2 — 26,102 = 17,659 ft. -lbs. 2(736) D= 12 in. d= 12 — 2.5 = 9.5 in. F = 90.25 K„= 17,659 =196 90.25 p = 0.0065 AS = 0.0057x 12 x 9.5 = 0.65 in2 Use #7 10" O C Top Ba As = 0.72 in2 19,850'# • Structural Engineering Services, PLLC page 1/ Structural Calculations date_1 0/20/02 for designer RFA Detention Vault Check for vault full of water prior to backfilling EL. 48. EL. 60.5-x. P2 =150 psf (210 psf) 22'-0" 1 II Mk MI AI NM AM NM a i p3= 085 psf L 874 psf (1085 P3742ps MIMI EiRTIVIIIIIIIIIIIIIIIII!LIIIIII IIIIIIIIIIIlllllIIIIIIIIIIIIIIll! P4= 1,061 psf (1,485 psf) pi =62.4x 10= 624psfx 1.4= 874psf p2= 150x 12/12= 150psfx 1.4= 210psf p3 = 62.5 x 10 = 625 psf water 150 x 12/12 = 150 psf bot slab Total = 775 psf x 1.4 = 1,085 psf p4 = p2 + p3 = 150 + 775 = 925 psf 150 x 12/12 x 10 = 136 psf walls 11 1,061 psf x 1.4 = 1,485 psf Fixed End Moments Walls M1= 1/15 x 874 x (11)2/2 = 3,525 ft. -lbs. M2 = 1 /10 x 874 x (11)2/2 = 5,288 ft. -lbs. Top Slab M = 1/12 x 210 x (21)2= 7,718 ft. -lbs. Bot pi = 874 psf Bot. Slab M = 1/12 x (1,485 — 1,085) x (21)2 = 14,700 ft. -lbs. • Structural Engineering Services, PLLC page ./2 Structural Calculations date 10/20/02 for designer RFA Detention Vault Check for vault full of water prior to backfilling 3,044 -1,298 1,453 —�--_` -2,906 1,922 —�- --� -3.845 7,718 v O 1? CV N CO CO 1.0 O) cr O) N. O) • M LC) LC) C'7 u C$CJ CO � OMONCO • O)CO Cy) 1.00O CO N. (0 CO N CV -7,718 Reinforcement Outside face of walls Mi = 3,044'# T 0.342 O O CO Lo o 0.342 - 14,700 6,836 -3,418 2,434 -1,217 1,372 -8,693 R1= 1,089# M2 = 8,693'# Bot pi = 874 psf R2= 3,71:# V = 1,089 — 79.45(X)2/2 = 0 X =5.24 ft. Pos. M = 1,089(5.24) — 79.45(5.24)3/6 — 3,044 = 757 ft. -lbs. D =12 in. d= 12- 2.5= 9.5in. F = 90.25 0.342 0 LO CO C Lo 0.342 0 14,700 K„ =757 =8 90.25 Use #4@ le' O.0 Vert /o" N C'7 CO Co N LO- Reinforcement Top Slab M1= 3,044'# toi • • Structural Engineering Services, PLLC page /3 Structural Calculations date 10/22/02 for designer RFA Detention Vault p2 =210 psf 21' 0" 3,044 `# Pos M = 1/8(210X21.0)2 — 3,044 = 8,532 ft. -lbs.< 19,516 ft. -lbs. Use #7 @ 9" O.C. Bot. Bot. Slab pa — p3 = -1,485 + 1,085 = -400 psf = (MI ,693'# 21' -0" M2 8,693'# M = -1/8(400)(21)2+ 8,693 = - 13,357 ft. -lbs.< 15,333 ft. -lbs. Use #7 @ 12" O.C. Top Bars Check for vault full of water w/o top slab Mcantilever = 1/6(874)(10)3 = 145,667 ft. -lbs. Too high Support wall at top prior to filling vault with water Mom. @ base,support at top) = 2 /15W1 10 ft. = 2/15(874)(10)2 = 5,827 ft. -lbs. 2 F =90.25 Ku =5,827 =65 p= 0.0019 90.25 A8= 0.0019x 12 x 9.5 = 0.22 in2 p1= 874 psf Use #5 @ 12" O.0 Interior Face Mom. @ midheight = 1.1 '63W1 = 0.05963(874)(10)2 = 2,606 ft. -lbs. 2 Ku = 2,606 = 29 p = 0.0008 90.25 As= 0.0008 x 12 x 9.5 = 0/09 in2 Use #4 @�2" O.C. Vert. Ext. Face /& Vault must be supported at the top of wall either prior to backfilling or prior to testing vault for water i'hne • filli • ,ih .. r n1 s 1 F = 90.25 • • Structural Engineering Services, PLLC Structural Calculations for Detention Vault Check vault for sliding AVERAGE EL 71.0—\ EL. 53.50 P 2 = 1,880 psf EL. 64, p 1= 672 22'-0" O P 450 psf page /4 date 10/22/02 designer RFA Rev. 02/08/03 pi = 96 x 7.0 = 672 psf p2 = 96 x 17.5 = 1,680 psf Active pressure, Pa Pa = (672 + 1,680) 10.5 = 12,348 # /ft. 2 Pa = 12,348 x 77.0 = 950,796# Passive pressure Pp = (450 + 2,588) (9.5)77 = 1,111,148# 2 Gravity Load Wt. of Vault Top Slab 150x22x77 Bot. Slab 150 x 22 x 77 East & West Walls 2 x 150 x 8.5 x 75 North Wall 2 x 150 x 11.0 x (8 South Wall 2 x 150 x 11.0 x (8. p4 2,588 psf p3 = 225 x 2.0 = 450 psf p3 =225x 11.5 = 2,588 psf = 254,100# = 254,100# = 191,250# .5 + 10.167)/2 = 30,800# 5 + 9.333)/2 = 29,425# Total Wt. = 759,675# = 186,340# Total Wt. = 946,015# Soil Wt. on Top of Tank 110 x 1.0 x 22 x 77 Frictional Resistance = 946,015 x 0.30 = 283,805# Passive pressure, Pp = 1,111,148# Total = 1,394,953# Safety Factor = 1,394,953 = 1.47 < 1.5 close O.K. 950,796 PI=144psf (245 psf) T NI M F MN r IMF IMIN °T MIMI M p2 =1,218 psf (2,068 psf) • • Structural Engineering Services, PLLC Structural Calculations for Detention Vault 77'4 15-0° page /5 date 10/28/02 designer RF Rev, 0 08 03 -1 - NORTH WALL El. WATER LEVEL 58B o SOUTH WALL p5 (452 psi) a pe(378 ps( N - S CROSS SECTION SCALE: 114° =1'-0° SECTION TAKEN AT CENTERLINE p1= 96 x 1.50 = 144 psfx 1.7 = 245 psf P2 = 96 x 12.67 = 1,216 psfx 1.7 = 2,068 psf p3 = 96 x 2.5 = 240 psf x 1.7= 408psf p4 = 96 x 12.83 = 1,232 psf x 1.7 = 2,094 psf p5 = 62.4 x 5.17 = 323 psf x 1.4 = 452 psf p6 = 62.4 x 4.33 = 270 psfx 1.4 =378 psf North Wall 245 psf 10,181#; _ 2,068 psf M1= 9,7 ft-lbs Rl = 4,291# Consider ends fixed M1 = 1 /12 x 245 x (11.17)2 = 2,547 ft. -lbs. 1/15 x (2,068 — 245) x (11.17)2/2 =7,582 0.030x452x5.67/2x 11.17 =-429 Total = 9,700 ft. -lbs. 452 psf M2 = 12,546 ft. -lbs RR = 7,346# M2 = 1/12 x 245 x (11.17)2 = 2,547 ft. -lbs. 1/10 x (2,068 — 245) x (11.17)2/2 = 11,373 0.096 x 452 x 5.67/2 x 11.17 = -1,374 Total = 12,546 ft. -lbs. V = 4,291— 245X — 163.2X2/2 = 0 X2 +3.0X- 52.6 =0 X = 5.9 ft. Pos. M = 4,291 (5.9) — 245(5.9)2/2 — 163.2 (5.9)3/6 — 9,700 = 5,766 ft. -lbs. n F 3F (4 08 t p4= 1,232psf 8094 Ps) 1 • Structural Engineering Services, PLLC Structural Calculations for Detention Vault Reinforcement—North Wall Bot. of wall M = 12,546 ft. -lbs. D =12 in. d= 12- 4 =8in. F = bd2 = 12(8)2 = 64 12 12 K„ = 12546 = 196 64 p = 0.0057 A8= 0.0057x 12x8= 0.55in2 Use #7 @ 12" O.C. Ae = 0.60 in2 Top of wall M = 9,700 ft. -lbs. D =12 d= 12- 3= 9.Oin. F = >dz = 12(9)2 = 81 12 12 K„= 9,700= 120 81 p = 0.0035 A8= 0.0035x 12x9= 0.38in2 Use #5 @ 9" O.C. As = 0.41 in2 Interior Face of wall M = 5,766 ft. -lbs. D= 12 in d= 12 – 2.5 = 9.5 in. F = bd2 = 12(9.52 = 90.25 12 12 K„ =5.766 =64 90.25 p = 0.0018 A8= 0.0018x 12x9.5 = 0.21 in2 Use #4 @ 10" O.C. Vert. A. = 0.24 in2 page /6 date 10/31/02 designer RFA Rev, oz a 863 • • Structural Engineering Services, PLLC page /7 Structural Calculations date 10/31/02 for designer RFA Detention Vault Rev. 02/08/03 South Wall 8,711# 408 psf Ml = 9,380 M2 = 11,747 ft -lbs ft -lbs ) 378 psf 2,094 psf Rl, = 4,640# RR = 7,373# Consider ends fixed M1 = 1/12 x 408 x (10.33)2 = 3,628 ft. -Ibs. 1/15 x (2,094 – 408) x (10.33)2/2 = 5,997 0.026 x 378 x 4.83/2 x 10.33 = -245 Total = 9,380 ft. -Ibs. M2 = 1/12 x 408 x (10.33)2 = 3,628 ft. -lbs. 1/10 x (2,094 – 408) x (10.33)2/2 = 8,996 0.093 x 378 x 4.83/2 x 10.33 = -877 Total = 11,747 ft. -lbs. V = 4,640 – 408X – 163.2X 2/2 = 0 X2 +5.0X- 56.9 =0 X =5.45 ft. Pos. M = 4,640 (5.45) – 408(5.45)2/2 –163.2 (5.45)3/6 – 9,380 = 5,446 ft. -lbs. Reinforcement —South Wall Bot. of wall M = 11,747 ft. -lbs. D =12 in. d =12 -4 =bin. F = bd2 = 12(8)2 = 64 12 12 Ku =11, 747 = 184 64 p = 0.0054 Ag =0.0054x 12x8= 0.52in2 Use #7 @ 12" 0.0 Ae = 0.60 in2 Top of wall M = 9,380 ft. -lbs. K 9 . 3 8 0 = 1 1 6 D= 12 d= 12 -3 =9.Oin. 81 F = bd2 = 12(9)2_ = 81 p = 0.0033 12 12 A =0.0033x12x9 =0.36 in2 Use #5(. 9" O.C. Aa = 0.41 in2 • Structural Engineering Services, PLLC page /8 Structural Calculations date 10/31/02 for designer RFA Detention Vault Rev. 02/08/03 Reinforcement —South Wall Interior Face of wall M = 5,446 ft. -lbs. D= 12 in d= 12 – 2.5 = 9.5 in. F = bd2 = 12(9.52 = 90.25 12 12 = 5 4 4 6 = 6 0 90.25 p = 0.0017 A8= 0.0017x 12x9.5 = 0.19in2 Use #4 @ 10" 0 C. Vert. As = 0.24 in2 • • Structural Engineering Services, PLLC page /9 Structural Calculations date 02/08/03 for designer RFA Detention Vault Reinforcement Lengths Top West Corner Top Slab Cut off point for #7 @ 15" OC Ate= 0.48 in2 p = 0.48 = 0.0042 12(9.5) K„ = 145 M = Ku F = 145(90.25) = 13,086 ft -lbs M = 6,414X — 392X2/2 — 23,951 = - 13,086 = 6,414X — 196X2— 10,865 = 0 X = 1.79 ft.(21.5 in.) d = 9.5 in. 12db = 12(0.875) = 10.5 in. bar length =21.5+ 10.5 +4 =36 in. check ld 14_ = 3fx af3y?. db 40 flc {c + K�} db a = 1.0 location factor R = 1.0 coating factor y = 1.0 size factor = 1.0 normal wt conc c= 2.5in. Kn. =0 c +Ku =2.5 = 2.86 >2.5 Use2.5 db 0.875 L = 3 40 000 = 24.0 db 40 ,500.5 for #7 bars ld = 24 x 0.875 = 21 in. bar length = 21.0 + 10 = 31 in. < 36 in. Use 36 in length for # 7 ® 15" OC Pt. Of Inflection M = 6,414X — 196X2 — 23,951 = 0 X = 4.3 ft. (51.6 in) d = 9.5 in. 12db = 10.5 in. 1„/16 = 20(12)/16 = 15 in. bar length = 51.6 + 15 + 4 = 70.6 in Use 72 in. length for remaining #7 ® 15" OC • • Structural Engineering Services, PLLC page 20 Structural Calculations date 02/08/03 for designer RFA Detention Vault Reinforcement Lengths (Cont.) Top West Corner West Wall Cut off point for #7 @ 15" OC pi =1,632 psf M1= 23,951'# t 8,142 = 3 46 psf R1= 10,154# M2 = 26,101`# ps =306psf bot. R2 = 12,880# M = 10,154X — 1,632X2/2 — 180.4X3/6 — 23,951 = - 13,086 = 10,154X — 816X2— 30.07X3— 10,865 = 0 X = 1.19 ft. (14.3 in.) bar length = 14.3 + 10.5 + 4 = 28.8 in < bar length based on ld (31 in) Use 36 in. length Pt. Of Inflection M = 10,154X — 816X2— 30.07X3 — 23,951 = 0 X = 3.41 ft. (41 in) d = 9.5 in. 12db = 10.5 in. In/16 = 8.5(12)/16 = 6.4 in. bar length = 41 + 10.5 + 4 = 55.5 in. Use 56 in. length • • Structural Engineering Services, PLLC page Z / Structural Calculations date 02/08/03 for designer RFA Detention Vault Reinforcement Lengths Bot West Comer Bot Slab Cut off point for #7 @ 12" OC Ate= 0.60 in2 p =0.60 = 0.0059 12(8.5) Ku =202 M = K„ F = 202(72.25) = 14,595 ft -lbs M = 8,026X - 736X2/2 — 26,102 = - 14,595 = 8,026X — 368X2 — 11,507 = 0 X= 1.54 ft. (18.5 in) Use 36 in. le gttl Pt. Of Inflection M = 8,026X — 368X2— 26,102 = 0 X = 3.98 ft. (47.8 in) Use 72 in. length West Wall Cut off point for #7 @ 12" OC 8,142 p2 =3 46 psf pi =1,632 psf M1= 23,951'# to Ri = 10,154# M2= 26,101`# p5 = 306 psf bot. R2 = 12,880# M = 12,880X — 3,346X2/2 + 180.4X3/6 + 306X2/2 — 76.5X3/6 — 26,101 = - 16,335 = 12,880X - 3,040X2/2 + 103.9X3/6 — 9,766 = 0 = 12,880X — 1,520X2 + 17.32X3 — 9,766 = 0 X = 0.84 ft. (10 in.) Use 36 in. length Pt. Of Inflection M = 12,880X — 1,520X2 + 17.32X3 —26,101 = 0 X = 3.17 ft. (38 in.) Use 56 in. length • • Structural Engineering Services, PLLC page 22- Structural Calculations date 02/08/03 for designer RFA Detention Vault Reinforcement Lengths Top East Corner Top Slab p3 =163 M3 = 17,702'# top Pt. Of Inflection M = 5,818X - 196X2- 17,702 = 0 X = 3.44 ft. (41 in.) Use 72 in. length East Wall Pt. Of Inflection 8,142# 1,548# ' 114 = 1,877 psf M4 = 19,850'# p5= 306psf bot R3 = 3,176# R4 = 5,902# M = 3,176X - 163X2/2 - 180.4X3/6 - 17,702 = 0 = 3,176X - 81,5X2 - 30.07X3- 17,702 = 0 X = 5.5 ft M = -7,702 ft -lbs M = 5,902X - 1,877X2/2 + 180,4X3/6 + 306X2/2 - 76.5X3/6 - 19,850 = 0 = 5,902X - 1,571X2/2 + 103.9X3/6 - 19,850 = 0 = 5,902X - 785.5X2 + 17.32X3 - 19,850 = 0 X =4.Oft. M= -7,702 Min. M occurs at 5 ft. from top of wall M =4,613 ft -lbs. F = 90.25 K„= 7613 =84 90.25 p = 0.0024 As= 0.0024x 12 x 9.5 = 0.27 in2 Use #7 @ 16" OC As = 0.45 in2 • • Structural Engineering Services, PLLC page 23 Structural Calculations date 02/08/03 for designer RFA Detention Vault Reinforcement Lengths Bot East Corner Bot. Slab Cut off point for #7 @ 16" OC Ag= 0.45in2 p = 0.45 = 0.0044 12(8.5) Ku = 152 M =KuF= 152(72.25) = 10,982 ft-lbs M = 7,430X — 736X2/2 — 19,850 = - 10,982 = 7,430X — 368X2— 8,868 = 0 X = 1.27 ft. (15 in) Use 36 in length Pt Of Inflection M = 7,430X — 368X2 — 19,850 = 0 X =3.17 ft. (38 in) Use 72 in. length East Wall Cut off point for #7 @ 16" OC 8,142# p4 =1,877 psf 1,548# ' p3 = 163 p: M4 = 19,850'# M3 = e 17,702 # p5 = 306psf top bot R3 = 3,176# R4 = 5,902# M = 5,902X — 785.5X2 + 17.32X3— 19,850 = - 12,184 = 5,902X — 785.5X2 + 17.32X3 — 7,666 = 0 X = 1.65 ft. (20 in.) Bar length = 20 + 10.5 + 4 = 34.5 in. Use 36 in. length • • Structural Engineering Services, PLLC page 14 Structural Calculations date 02/11/03 for designer RFA Detention Vault Reinforcement Lengths South Wall @Top of wall Pt. of Inflection ft -lbs 8,711 #: 2,094 psf 408 psf 378 psf RL = 4,640# RR = 7,373# M = 4,640X — 408X2/2 — 163.2X3/6 — 9,380 = 0 = 4,640X — 204X2 — 27.2X3 — 9,380 = 0 X = 2.34 ft. (28 in) d = 9.5 in. 12db = 12(5/8) = 7.5 in. 1d16 = 9.33(12)/16 = 7 in. bar length = 28 + 9.5 x 3.5 = 41 in. Use 42 in. length for #5 @ 9" @ Bot of wall M = 7,373X — 2,094X 2/2 + 163.2X3/6 + 378X2/2 — 78.3X3/6 — 11,747 = 0 = 7,373X — 1,716X2/2 + 84.9X3/6 — 11,747 = 0 = 7,373X — 858X2+ 14.15X3— 11,747 = 0 X = 2.08 ft. (25 in) d = 9.5 in 12db = 12(7/8) = 10.5 in. 1n/16 = 9.33(12)/16 = 7 in. bar length = 25 + 10.5 + 3 = 38.5 in. Use 42 in. length for #7 @ 12" North Wall @ Top of wall Pt. of Inflection 10,181# 245 psf M1 = 9,7 ft -lbs Rl = 4,291# 2,068 psf 452 psf M2 = 12,546 ft. -lbs RR = 7,346# M = 4,291X — 245X2/2 —163 2X3/6 — 9,700 = 0 = 4,291X — 122.5X2 — 27.2X3 — 9,700 = 0 X = 2.55 ft. (30.6 in) barlength= 30.6 +9.5 +3.5 =43.6 in. Use 42 in. length for #5 @ 9" • 0 Structural Engineering Services, PLLC page 2S Structural Calculations date 02/11/03 for designer RFA Detention Vault Reinforcement Lengths North Wall @Bot of wall Pt. of Inflection M = 7,346X — 2,068X2/2 + 163.2X3/6 + 452X2/2 — 79.7X3/6 — 12,546 = 0 = 7,346X — 1,616X2/2 + 83.5X3/6 — 12,546 = 0 = 7,346X — 808X2 + 13.92X3 — 12,546 = 0 X =2.24 ft. (26.9 in) bar length = 27 + 10.5 + 3 = 40.5 in. Use 42 in. length for #7 @ 12" uz7a ern' slat% avuI rMIL manna II�aau �aaa ';uaaa2a41111 %MINI M aui aaiiii• -v • mu FEB 2 1 2003 REID MIDDLETON GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED SARA DEVELOPMENT TUKWILA, WASHINGTON CITY OF TUKWILA APPROVED MAR - 6 2003 AS NOi•E • aer5•••, b G .• ION PROJECT NO. 092-01004 FEBRUARY 20, 2001. Prepared for: MR. BEHZAD CHAUIIDRY SARA DEVELOPMENT, INC. POST OFFICE BOX 5544 TUKWILA, WASHINGTON 98064 Prepared by: KRAZAN & ASSOCIATES, INC. GEOTECIINICAL ENGINEERING DIVISION 19501 144Th AVENUE NE, #F -300 WOODIN ILLE, WASHINGTON 98072 (425) 485 -5519 "NM IMMIMML.01 aZa 1 & ASSOCIATES, INC. SITE DEVELOPMENT ENGINEERS • • jvraZ l 8v ASSOCIATES,INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION February 20, 2001 KA Project No. 092 -01004 Mr. Behzad Chauhdry Sara Development, Inc. Post Office Box 5544 Kent, Washington 98064 RE: Geotechnical Engineering Investigation Report Proposed Sara Development Tukwila, Washington Dear Mr. Chauhdry: In accordance with your request, we have completed a Geotechnical Engineering Investigation for the referenced site. The results of our investigation are presented in the attached report. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN AND A S, INC. Chris Behrens Senior Engineering Geologist CB /cb Eleven Offices Serving The Western United States 19501 ]44' Ave. NE #F -300• Woodinville, Washington 98072 • (425) 485 -5519 • Fax: (425) 485 -6837 8� ASSOCIATES,INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION TABLE OF CONTENTS INTRODUCTION 1 PURPOSE AND SCOPE 1 PROPOSED CONSTRUCTION 2 SITE LOCATION AND SITE DESCRIPTION 2 GEOLOGIC SETTING 2 FIELD AND LABORATORY INVESTIGATIONS 3 SOIL PROFILE AND SUBSURFACE CONDITIONS 3 GROUNDWATER 4 SEISMIC CONDITIONS 5 CONCLUSIONS AND RECOMMENDATIONS 5 Erosion and Sediment Control 7 Site Preparation 8 Groundwater Influence on Structures /Construction 9 Structural fill 9 Drainage and Landscaping 10 Utility Trench Backfill 10 Floor Slabs and Exterior Flatwork 11 Lateral Earth Pressures for Permanent Structures 11 Foundations 12 Testing and Inspection 13 LIMITATIONS 13 VICINITY MAP Figure 1 SITE PLAN Figure 2 CROSS SECTIONS Figure 3 FIELD AND LABORATORY INVESTIGATIONS Appendix A EARTHWORK SPECIFICATIONS Appendix B Eleven Offices Serving The Western United States 19501 144th Ave. NE •Woodinville, Washington 98072 • (425) 485 -5519 • Fax: (425) 485 -6837 092 -01004 Sara Development.doc = =_ — • • ASSOCIATES,INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION February 20, 2001 KA Project No. 092 -01004 GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED SARA DEVELOPMENT TUKWILA, WASHINGTON INTRODUCTION This report presents the results of our Geotechnical Engineering Investigation for the proposed Sara Development to be located south of the Y- intersection of 43rd Avenue South and Macadam Road South, in Tukwila, Washington. Discussions regarding site conditions are presented herein, together with conclusions and recommendations pertaining to site preparation, temporary shoring, structural fill, utility trench backfill, drainage and landscaping, foundations, concrete floor slabs and exterior flatwork, and retaining wall/basement wall design parameters. A site plan showing the approximate exploratory test pit locations is presented following the text of this report. A description of the field investigation, exploratory 'test pit logs, and the exploratory test pit log legend are presented in Appendix A. Appendix A also contains a description of laboratory testing phase of this study; along with laboratory test results. Appendices B and C contain guides to aid in the development of earthwork and pavement specifications. When conflicts in the text of the report occur with the general specifications in the appendices, the recommendations in the text of the report have precedence. PURPOSE AND SCOPE This investigation was conducted to evaluate the soil, slope, and groundwater conditions at the site, to make .geotechni.cal engineering recommendations for use in design of specific construction elements, and to provide criteria for site preparation and structural fill construction. Our scope of services was performed in accordance with our proposal dated November 22, 2000 (KA Proposal No. P00 -361A) and included the following: • A site reconnaissance by a member of our engineering staff to evaluate the surface conditions at the project site. • A field investigation consisting of excavating eight exploratory test pits on the subject site. The test pits ranged in depth from 10 to 13 feet to evaluate the subsurface soil conditions at the project site. Eleven Offices Serving The Western United States 19501 144th Ave. NE #F -300 • Woodinville, Washington 98072 • (425) 485 -5519 • Fax: (425) 485 -6837 092 -01004 Sara Development.doc KA No. 092 -01004 February 20, 2001 Page No. 2 • Performing laboratory tests on representative soil samples obtained from the borings to evaluate the physical and index properties of the subsurface soils. • Evaluation of the data obtained from the investigation and an engineering analysis to provide recommendations for use in the project design and preparation of construction specifications. • Preparation of this report summarizing the results, conclusions, recommendations, and findings of our investigation. PROPOSED CONSTRUCTION We understand that design of the proposed single family residential development is currently underway; structural load information and other final details pertaining to the structures are unavailable. On a preliminary basis, it is understood that the development will consist of construction of 9 single - family residences. The residences will be one- to two -story structures with slab -on -grade foundation systems. Footing loads are anticipated to be light to moderate. In the event the structural or grading information detailed in this report are inconsistent with the final design, the Geotechnical engineer should be notified so that we may update this writing as applicable. SITE LOCATION AND SITE DESCRIPTION The subject property is located south of the Y- intersection of 43rd Avenue South and Macadam Road South, Tukwila, Washington. According to the U.S. Geologic Survey, 7.5— minute Des Moines topographic quadrangle map, the property is located in the northwest quadrant of section 15, Township 23 North, Range 4 East. The site is triangular in shape and encompasses approximately 3 acres. The site is bordered on the west by 43rd Avenue South, residential properties, and Southgate Park, to the east by Macadam Road, and to the south by residential properties. At the time of our investigation, the site was forested and undeveloped, except for the proposed Lot 8 where an existing house (abandoned) is located, and proposed Lot 7 where an existing garage (abandoned) is located. The southern portion of the property is occupied by a natural drainage gulch and is designated as an open space buffer area. The side slopes of the drainage gulch dip between approximately 18 and 33 degrees (33 to 65 percent grade). The gradient of the stream channel in the drainage gulch is approximately 5.6 (18 percent grade). The proposed development will occupy the central, and northern portions of the. site. On this portion of the site the slopes vary between 5 and 23 degrees (10 to 43 percent grade) and slopes towards the northeast. Mature deciduous trees and blackberry bushes occupy a majority of the property. GEOLOGIC SETTING The subject site lies within the central Puget Lowland. The lowland is part of a regional north -south trending trough that extends from southwestern British Columbia to near Eugene, Oregon. North of Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 Sara Dcveloprrrn,.doc • • KA No. 092 -01004 February 20, 2001 Page No. 3 Olympia, Washington, this lowland is glacially carved, with a depositional and erosional history including at least four separate glacial advance /retreats. The Puget Lowland is bounded on the west by the Olympic Mountains and on the east by the Cascade Range. The lowland is filled with glacial and nonglacial sediments consisting of interbedded gravel, sand, silt, till, and peat lenses. The United States Department of Interior USGS Des Moines, Washington Geology Map and the Preliminary Geologic Map of Seattle and Vicinity, Washington indicates that the property is located within the contacts of Kame - Terrace deposits (Late to Middle Pleistocene) and pre - Vashon drift or Transitional Beds (Middle Pleistocene). The Kame - Terrace deposits consist of a complex of poorly to well -sorted and stratified gravel and sand with variable amounts of silt and clay deposited against or close to the glacial ice. The Transitional Beds underlie the Kame - Terrace deposits and consists mostly of massive to thinly bedded clay, silt and fine sand, with peaty sand and gravel occurring in the lower part. These fine sediments were mostly deposited in lake (Glaciolacustrian) environments, and in fluvial systems prior to the advance of the glacier. The Transitional Beds appear firm in outcrops, but due to a high moisture content and jointing in the beds they can become unstable on steep slopes, and numcrous landslides have occurred where exposed on bluffs and slopes. FIELD AND LABORATORY INVESTIGATIONS A field investigation consisting of excavating eight exploratory test pits ranging in depths of approximately 10 to 13 feet below existing site grade, using'a Case 580 4X4 backhoe, was performed to evaluate the subsurface soil conditions at the project site. The test pit excavation was performed on January 23, 2001 utilizing Northwest. Excavating & Trucking, Inc., as a subcontractor. Due to heavy vegetation and slopes the exploratory test pit locations were dependent on accessibility. The exploratory test pits were placed in or near the footprint of the proposed single family residence locations where possible. Figure 2 shows the approximate locations of the exploratory test pits. The soils encountered were continuously examined and visually classified m accordance with the Unified Classification System. Soil samples were retained for laboratory testing. A more detailed description of the field investigation is presented in Appendix A. Laboratory tests were performed on selected soil samples to evaluate their physical characteristics and engineering properties. The 'laboratory testing program was formulated with emphasis on the evaluation of natural moisture, and gradation of the materials encountered. Details of the laboratory test program and results of the laboratory tests are summarized in Appendix A. This information, along with the field observations, was used to prepare the final exploratory test pit logs in Appendix A. SOIL PROFILE AND SUBSURFACE CONDITIONS Based on our findings, the subsurface conditions encountered appeared to be typical of those found in the geologic region of the site. Our exploratory test pits revealed that the proposed lots and building sites to be generally underlain by approximately 1 to 2 feet of loose, silty fine sand with variable amounts of gravel, roots, and organics (topsoil). In the exploratory test pits TP -1, TP -2, TP -3, TP-4, TP- Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 Sara Develovment.doc • • KA No. 092 -01004 February 20, 2001 Page No. 4 5, and TP -6 the above soils are underlain by 2 to 10 feet of loose to dense, fine to medium sand with variable amounts of silt and gravel (Kame - Terrace Deposits). The above soils were encountered in TP- 1, TP -3, and TP-4 to their termination depths. In the exploratory test pits TP -2, TP-4, TP -6, and TP -7 the Kame - Terrace deposits are underlain by approximately 4 to 9 feet of medium dense to dense silt with variable amounts of fine sand to stiff to very stiff lean day (Transitional Beds) to their termination depths. In exploratory test pit TP -8 the topsoil is underlain by approximately 4 feet of loose, fine to medium sandy silt with variable amounts of gravel, asphalt, brick and floor tile rubble (Fill). The above fill is underlain by approximately 2 feet of loose, fine to medium sandy silt (Relic Topsoil). The relic topsoil is underlain by approximately 6 feet of stiff to very stiff lean clay (Transitional Beds) to TP -8 termination depth. Moisture contents of the sampled soil ranged from approximately 9 percent to 33 percent. For additional information about the soils encountered, please refer to the logs of the borings in Appendix A. SLOPE CHARACTERISTICS The southern portion of the property is occupied by a natural drainage gulch and is designated as an open space buffer area. The side slopes of the drainage gulch dip between approximately 18 and 33 degrees (33 to 65 percent grade). The slopes of the drainage gulch are heavily vegetated, and covered with forest duff limiting the exposure of soil to the creek cut. Besides the recent alluvial deposits (reworked glacial soils) along the creek channel, it appears that the creek channel is cut into the older weathered transitional beds. No apparent soil structures were observed (bedding dips, joints, or other contacts) due to erosion along the creek channel. However, trees along the drainage gulch slopes are tipped down slope, and or have curving trunks indicating soil creep over time. At the time of our visit the slopes appeared to be relatively stable, but recent rotational slide activity was observed along 43rd Avenue South, just south of proposed Lot -1. The recent slide scarp extends from approximately the intersection of South 137th Street and 43rd Avenue South for approximately 300 feet north. The toe of the slide was not observed due to heavy vegetation along the creek bed, but the slip plane most likely daylights along the creek at the base of the slope. A portion of the slope grades in the drainage gulch exceed 22 degrees (40 percent grade) shallow slides or soil slips involving the upper soil layers typically form on these slopes. They are typically caused by prolong rainfall and commonly produce debris flows. No recent shallow slides were observed, but the geomorphology of the drainage gulch indicates older shallow slide scars that have been overgrown. GROUNDWATER The exploratory test pit locations were checked for the presence of groundwater during and immediately following the excavation operations. Groundwater was encountered in exploratory test pits TP -1, TP -2, TP -3, and TP -6 between 2 and 9 feet below the existing ground surface. It should be recognized that water table elevations might fluctuate with time, being . dependent upon seasonal precipitation, irrigation, land use, and climatic conditions, as well as other factors. Therefore, water level Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -0)004 Sara Develooment.doc • KA No. 092 -01004 February 20, 2001 Page No. 5 observations at the time of the field investigation may vary from those encountered during the construction phase of the project. The evaluation of such factors is beyond the scope of this report. SEISMIC CONDITIONS According to the Seismic Zone Map of the United States contained in the 1997 Uniform Building Code, the project site lies within Seismic Risk Zone 3. The soils encountered exploratory test pits were loose to dense. The overall soil profile generally corresponds to seismic soil profiles SD as defined by Tale 16 -J of the 1997 Uniform Building Code. Soil profile SD applies to a profile consisting of medium dense to dense soils within the upper 100 feet of the profile. CONCLUSIONS AND RECOMMENDATIONS Based on the findings of our field and laboratory investigations, along with previous geotechnical experience in the project area, the following is a summary of our evaluations, conclusions, and recommendations. After completion of the recommended site preparations, the parcel should be suitable for the proposed developments. General The subject site is designated as a sensitive area, therefore falls under the Sensitive Area Ordinance Tukwila Municipal Code Chapter 18.45. Because of the variable topography over the site and the impact of the watercourse on the south portion of the site each proposed lot will be discussed individually below: Lot -1 Located on the south - southwest portion of the site. Lot -1 abuts a Type 2 watercourse according to Sensitive Area Ordinance Tukwila Municipal Code Chapter 18.45 in the code it states that a Type 2 watercourse requires a 35- foot -wide buffer on each side of the watercourse. This buffer is shown on the proposed 9 -lot short plat schematic layout, and also on the subject sites topographic map. Lot -1 also falls under areas of potential geologic instability because of slope areas greater than 40 percent, and existing mappable landslide that closed 43rd Avenue South, portions .of.Lot -1 is defined as a Class 4 area. Since portions of the lot can be classified as Class 4 the proposed structure location shown on Lot -1 should in addition to its shown 35 foot offset from the required 35 foot buffer, have an additional set back of 20 feet. This is a total of approximately 90 feet from the creek and the base of the slope. However, it is a common practice for property owners with slopes of this nature to perform Long -term observation of the slopes. It is recommended that slope areas be monitored and periodically examined to provide early recognition of slope changes and identify areas of potential concern. In addition it is recommended that the roof runoff, and footing drains from the proposed structure be tightlined into the existing storm drain system. Lot -2 Located on the southern portion of the site. Lot -2 abuts a Type 2 watercourse according to Sensitive Area Ordinance Tukwila Municipal Code Chapter 18.45 in the code it states that a Krazan & Associates, Inc. Eleven Offices Serving Tne Western United States 092 -01004 Sara Dcvelopmrnt.doc • • ILA No. 092 -01004 February 20, 2001 Page No. 6 Type 2 watercourse requires a 35- foot -wide buffer on each side of the watercourse. Tnis buffer is shown on the proposed 9 -lot short plat schematic layout, and also on the subject sites topographic map. Lot -2 also falls under areas of potential geologic instability because of slope areas between 20 and 40 percent exist on the central and southeastern portions of Lot -2. Since the lot is underlain by relatively impermeable soils the lot should be classified as Class 3. The proposed structure location shown on Lot -2 should have an additional 20 -foot set back, This is a total of approximately 125 feet from the creek and the base of the slope. However, it is a common practice for property owners with slopes of this nature to perform long -term observation of the slopes. It is recommended that slope areas be monitored and periodically examined to provide early recognition of slope changes and identify areas of potential concern. In addition it is recommended that the roof runoff, and footing drains from the proposed structure be tightlined into the existing storm drain system. Lot -3 Located in the central portion of the site. Lot -3 southeast corner abuts a Type 2 watercourse according to Sensitive Area Ordinance Tukwila Municipal Code Chapter 18.45 in the code it states that a Type 2 watercourse requires a 35- foot -wide buffer on each side of the watercourse. This buffer is shown on the proposed 9 -lot short plat schematic layout, and also on the subject sites topographic map. Lot -3 also falls under areas of potential geologic instability because of slope areas between 20 and 40 percent exist on the central portions of Lot -3. Since the lot is underlain by relatively impermeable soils the lot should be classified as Class 3. The proposed structure location shown on Lot -3 is located near the central portion of an approximately 35 percent slope. It is our opinion that the construction of the proposed structure will not •significantly affect the stability of the slope at the Bite. However, it is a common practice for property owners with slopes of this nature to perform long -term observation of the slopes. It is recommended that slope areas be monitored and periodically examined to provide early recognition of slope changes and identify areas of potential concem. In addition it is recommended that the roof runoff, and footing drains from the proposed structure be tightlined into the existing storm drain system. Lot-4 Located on the west - central portion of the site. Lot-4 falls under areas of potential geologic instability because of slope areas between 20 and 40 percent exist on the central and western portions of Lot-4. Since the lot is underlain by relatively impermeable soils the lot should be classified as Class 3. The proposed structure location shown on Lot-4 is located near the toe of an approximately 30 percent slope. It is our - opinion that the . construction . of the proposed structure will not significantly affect the stability of the slope at the site. However, it is a common practice for property owners with slopes of this nature . to perform long -term . observation of the slopes. It is recommended that slope areas be monitored and periodically examined to provide early recognition of slope changes and identify areas of potential concern. In addition it is recommended that the roof runoff, and footing drains from the proposed structure be tightlined into the existing storm drain system. Lot -5 Located on the east - central portion of the site. Lot -5 falls under areas of potential geologic instability because of the short plat location. Lot -5 slopes generally to the northeast at 10 percent or less. Since the lot slopes at 10 percent or less, in accordance with the Sensitive Area Ordinance Tukwila Municipal Code Chapter 18.45, the lot should be classified as Class 1. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 Sara Developmem.doc • • KA No. 092 -01004 February 20, 2001 Page No. 7 Lot -6 Located on the east - central portion of the site. Lot -6 falls under areas of potential geologic instability because of the short plat location. Lot -6 slopes generally to the northeast at 8 percent or less. Since the lot slopes at 8 percent or less, in accordance with the Sensitive Area Ordinance Tukwila Municipal Code Chapter 18.45 the lot should be classified as Class 1. Lot -7 Located on the northwestern portion of the site. Lot -7 falls under areas of potential geologic instability because of slope areas between 20 and 40 percent exist on the central and western portions of Lot -7. Since the lot is underlain by relatively permeable soils the lot should be classified as Class 2. The proposed structure location shown on Lot -7 is located near the toe of an approximately 28 percent slope. It is our opinion that the construction of the proposed structure will not significantly affect the stability of the slope at the site. However, it is a common practice for property owners with slopes of this nature to perform long -term observation of the slopes. It is recommended that slope areas be monitored and periodically examined to provide early recognition of slope changes and identify areas of potential concern. In addition it is recommended that the roof runoff, and footing drains from the proposed structure be tightlined into the existing storm drain system. Lot -8 Located on the north portion of the site. Lot -8 falls under areas of potential geologic instability because of the short plat location. Lot -8 slopes generally to the northeast at 20 percent or less. Since the lot slopes at 20 percent or less, in accordance with the Sensitive Area Ordinance Tukwila Municipal Code Chapter 18.45 the lot should be classified as Class 1. Lot -9 Located on the north portion of the site. Lot -9 falls-under areas of potential geologic instability because the lot slopes between 20 and 40 percent to the northeast. Since the lot is underlain by relatively permeable soils the lot should be classified as Class 2. The proposed structure location shown on Lot -9 is located on the upper portion of an approximately 25 percent slope. It is our opinion that the construction of the proposed structure will not significantly affect the stability of the slope at the site. However, it is a common practice for property owners with slopes of this nature to perform long -term observation of the slopes. It is recommended that slope areas be monitored and periodically examined to provide early recognition of slope changes and identify areas of potential concern. In addition it is recommended that the roof runoff, and footing drains from the proposed structure be tightlined into the existing storm drain system. Erosion and Sediment Control Erosion and sediment control (ESC) is used to minimize the transportation of sediment to wet lands, streams, lakes, drainage systems, and adjacent properties. Regulations to control erosion are contained in the City of Tukwila Municipal Code and in other codes and ordinances of the city. Since the southern portion of the subject site is part of an existing watercourse, the ESC will need to be site specific. This may require more conservative Best Management Practices (BMPs) for the control of erosion and entrained sediment. This may include limiting the soil and foundation work to the dry season, and more stringent cover requirements, in order to maintain and protect surface water quality. As a minimum, the following basic recommendations should be incorporated in the design of the erosion and sediment control features of the site: - Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 Sara Development.doc • • KA No. 092 -01004 February 20, 2001 Page No. 8 1) Phase the soil, foundation, utility work, and other work requiring excavation or the disturbance of the site soils during the dry season (generally May through September). 2) All site work should be completed and stabilized as quickly as possible. 3) Additional perimeter erosion and sediment control features may be required to reduce the possibility of sediment entering the surface water. This may include additional silt fences, silt fences with a higher Apparent Opening Size (AOS), construction of a berm, or other filtration systems. Any runoff generated by dewatering discharge should be treated through construction of a sediment trap if there is sufficient space. If space is limited other filtration methods will need to be incorporated. Site Preparation We understand that design of the proposed single family residential development is currently underway; final grades pertaining to the structures are unavailable. General site clearing should include removal of existing pavements, vegetation; trees and associated root systems; wood; existing utilities; structures including foundations, basement walls and floors; rubble; and rubbish. Site stripping should extend to a minimum depth of 12 to 24 inches, or until all organics in excess of 3 percent by volume are removed. Deeper stripping may be required in localized areas due to the presence of loose soils, and fill soils. These materials will not be suitable for use as structural fill. However, stripped topsoil may be stockpiled and reused in landscape or non - structural areas. The exploratory test pits encountered loose ,soils to a depth of 3 to 6 feet throughout the site. This material should be overexcavated to the level of medium dense soils.. The resulting excavations can be filled with Geotechnical engineer approved on site native soil, or imported structural fill to footing subgrade. This fill material should be within ± 2 percent of optimum moisture, and recompacted to a minimum of 95 percent of maximum dry density based on ASTM Test Method D1557. In addition, fat clay was encountered in test pit TP-4. Fat clay has a high shrink/swell potential and may cause differential movement of floor slabs and shallow foundations. The fat clay should be removed to a level where a minimum of 2 feet of non - expansive fill (approved native or imported structural fill) can be provided beneath floor slabs and foundation elements During wet weather conditions, typically October through May, subgrade stability problems and grading difficulties may develop due to excess moisture conditions, disturbance sensitive soils and/or the presence of perched groundwater. Construction during the extended wet weather periods could create the need to overexcavate exposed soils if they become disturbed and cannot be recompacted due to elevated moisture content and or weather conditions. If overexcavation is necessary, it should be Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 Sara Devdopmem.doc • KA No. 092 -01004 February 20, 2001 Page No. 9 confirmed through continuous monitoring and testing by a qualified geotechnical engineer or senior geologist. Soils that have become unstable may require drying and recompaction. Selective drying may be accomplished by scarifying or windrowing surficial material during extended periods of dry warm weather. If the soils cannot be dried back to a workable moisture condition, remedial measures may be required. General project site winterization should consist of placement of aggregate base and protection of exposed soils during the construction phase. Any buried structures encountered during construction should be properly removed and backfilled. Excavations, depressions, or soft and pliant areas extending below planned finish subgrade level should be cleaned to firm undisturbed soil, and backfilled with structural fill. In general, any septic tanks, underground storage tanks, debris pits, cesspools, or similar structures should be entirely removed. Concrete footings should be removed to an equivalent depth of at least 3 feet below proposed footing elevations or as recommended by the Geotechnical engineer. The resulting excavations should be backfilled with structural fill. A representative of our firm should be present during all site clearing and grading operations to test and observe earthwork construction. This testing and observation is an integral part of our service as acceptance of earthwork construction is dependent upon compaction of the material and the stability of the material. The Geotechnical engineer may reject any material that does not meet compaction and stability requirements. Further recommendations of this report are predicated upon the assumption that earthwork construction will conform to recommendations set forth in this section and the Structural fill section. Groundwater Influence on Structures /Construction Groundwater was encountered in exploratory test pits TP -1, TP- 2,-TP -3, and TP -6 between 2 and 9 feet below the existing ground surface. The groundwater elevations are most likely caused by hillslope hydrology this is the process of groundwater flowing down gradient to a low point in this case the watercourse on the south portion of the site, and the Duwamish River valley. The Kame - Terrace deposits deposited on the site slopes can be considered to be relatively permeable. The Kame - Terrace deposit sands overlie the relatively impermeable Transitional Beds, resulting in horizontal migration of the groundwater within the overlying permeable soils. The gradient of the groundwater at the site is anticipated to roughly match the topography of the site. The use of a temporary dewatering system should be anticipated during excavation work for the proposed residential structures. Design of temporary dewatering system to remove groundwater should be the responsibility of the contractor. Structural Fill A portion of the existing soils may be suitable for reuse as non - expansive structural fill provided it is relatively free from organic material. We recommend that a representative of Krazan & Associates be on -site during excavation to determine which soils are suitable for structural fill. Krazan & Associates, Inc. . Eleven Offices Serving The Western United States 092 -01004 Sara Dcvaopmem.doc • KA No. 092 -01004 February 20, 2001 Page No. 10 Imported structural fill material should consist of well graded gravel or a sand and gravel mixture with a maximum grain size of 1 %2 inches and less than 5 percent fines. All Structural fill material should be submitted for approval to the Geotechnical Engineer at least 48 hours prior to delivery to the site. Fill soils should be placed in lifts approximately 6 to 8 inches thick, moisture- conditioned as necessary, (moisture content of soil shall not vary by more than ±2 percent of optimum moisture) and compacted to 95 percent of the maximum density based on ASTM Test Method D1557. Additional lifts should not be placed if the previous lift did not meet the required dry density or if soil conditions are not stable. Drainage and Landscaping The ground. surface should slope away from building pad and pavement areas toward appropriate drop inlets or other surface drainage devices. It is recommended that adjacent exterior grades be sloped a minimum of 2 percent for a minimum distance of 5 feet away from structures. Roof drains should be tightlined away from foundations. Subgrade soils in pavement areas should be sloped a minimum of 1 percent and drainage gradients maintained to carry all surface water to collection facilities and off -site. These grades should be maintained for the life of the project. Utility Trench Backfill Utility trenches should be excavated according to accepted engineering practice following OSHA (Occupational Safety and Health Administration) standards by a contractor experienced in such work. The responsibility for the safety of open trenches should be borne by the contractor. Traffic and vibration adjacent to trench walls should be minimized; cyclic wetting and drying of excavation side slopes should be avoided. Depending upon the location and depth of some utility trenches, groundwater flow into open excavations could be experienced, especially during or shortly following periods of precipitation. Sandy soil conditions were encountered in the upper soils at the site. These cohesionless soils have a tendency to cave in trench wall excavations. Silts and lean clay soils were also encountered at the site. Even though these soils are considered cohesive, due to bedding and joint (fracture) planes in the soil they will also cave in trench wall excavations. Shoring or sloping back trench sidewalls may be required within these soils. All utility trench backfill should consist of structural fill. Utility trench backfill placed in or adjacent to buildings and exterior slabs should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. The upper 2 feet of utility trench backfill placed in pavement areas should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. Below 2 feet, utility trench backfill in pavement areas should be compacted to at least 90 percent of the maximum dry density based on ASTM Test Method D1557. Pipe bedding should be in accordance with pipe manufacturer's recommendations. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 Sara Development.doc • • • KA No. 092 -01004 February 20, 2001 Page No. 11 The contractor is responsible for removing all water- sensitive soils from the trench regardless of the backfill location and compaction requirements. The contractor should use appropriate equipment and methods to avoid damage to the utilities and/or structures during fill placement and compaction. Floor Slabs and Exterior Flatwork Since groundwater is anticipated to be at the proposed subgrade elevation, we recommend that concrete slabs :on -grade floors should be underlain by a water vapor retarder system. The water vapor retarder system should be installed in accordance with ASTM Specification E164 -94 and Standard Specifications E1745 -97. According to ASTM Guidelines, the water vapor retarder should consist of a vapor retarder sheeting underlain by a minimum of 4- inches of compacted clean, open - graded coarse rock of % -inch maximum size. The vapor retarded sheeting should be protected from puncture damage with a minimum of 2- inches of sand. The sand should be well moistened prior to placement of the concrete slab. Lateral Earth Pressures for Retaining Wall/Basement Wall Design Parameters We have developed criteria for design of permanent subgrade walls and other permanent retaining structures. Walls may be designed as a "restrained" retaining wall based on "at- rest" earth pressures, plus any surcharge on top of the wall as described below, if the wall is attached to the building and/or movement is not acceptable. The wall could also be designed based on "active" earth pressure, if the wall is not part of the building and some movement of the retaining wall is acceptable. Acceptable lateral movement could equal at least 0.2 percent of the wall height would be required to use "active" earth pressure values for design. The following table Wall Design Criteria presents the recommended soil related design parameters for retaining walls with level backfill behind the wall. Contact Krazan & Associates, Inc. if an alternate retaining wall system is used. Krazan & Associates, Inc. should also be contacted for alternate recommendations if sloped backfill surfaces are planned. Design of the wall should incorporate an adequate factor -of- safety against both overturning (FS =2.0 and sliding (FS =1.5). Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 Sara Development.doc KA No. 092 -01004 February 20, 2001 Page No. 12 Wall Design Criteria "At- rest" Conditions 65 psf /foot of depth "Active" Conditions 45 psf/foot of depth Passive Earth Pressure on Low Side of Wall Neglect upper 2 feet; then 300 psf/linear foot of depth. Soil - Footing Coefficient of Sliding Friction (allowable) 0.30 The stated lateral earth pressures do not include the effects of hydrostatic water pressures generated by water accumulation behind the retaining walls; seismic loads; or loads imposed by construction equipment, foundations or roadways. To minimize the lateral earth pressure and prevent buildup of water pressure against the walls, continuous footing drains (with cleanouts) should be provided at the base of the walls. The footing drains should consist of perforated pipe, sloped to drain, with perforations placed down and enveloped by 6 inches of pea gravel in all directions and filter fabric to prevent migrations of fines. The backfill adjacent to and extending a lateral distance behind the walls a minimum of 2 feet should consist of free - draining granular material. All free draining backfill should contain less than 3 percent fines (passing the No. 200 sieve) based upon the fraction passing the U.S. No. 4 sieve with at least 30 percent retained on the U.S. No. 4 sieve. It should be realized that the primary purpose of the free - draining material is reduction of hydrostatic pressure. Some potential for the moisture to contact the back face of the wall may exist, even with treatment, which may require that more extensive waterproofing be specified for walls which require interior moisture sensitive fmishes. Compaction of the backfill is recommended to achieve a level of compaction to at least 90 percent of the maximum dry density based on ASTM Test Method D1557. Soil compactors place transient surcharges on the backfill. Consequently, only light hand operated equipment is recommended within 3 feet of walls so that excessive stress is not imposed on the walls. Foundations The proposed residential structures may be supported on a shallow foundation system bearing on medium dense to dense native soil or structural fill. Continuous wall or column footings may be designed for a maximum allowable bearing pressure of 2,000 pounds per square foot (psf) dead plus live load. A 1/3 increase in the above values may be used for short duration, wind, and seismic loads. Structural fill placed on bearing native subgrade should be compacted to 95 percent of the maximum dry density based on ASTM Test Method D1557. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 Sara Development.doc KA No. 092 -01004 February 20, 2001 Page No. 13 Exterior footings should have a minimum depth of 18 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Interior footings should have a minimum depth of 12 inches below pad subgrade (soil grade) or adjacent exterior grade, which ever is lower. Footings should have a minimum width of 12 inches regardless of load. If constructed as recommended. The total settlement is not expected to exceed 1 inch. Differential settlement, along a. 20 -foot exterior wall footing, or between adjoining column footings, should be less than 1/2 inch, producing an angular distortion of 0.002. Most settlement is expected to occur during construction, as the loads are applied. However, additional post - construction settlement may occur if the foundation soils are flooded or saturated or if a strong seismic event results in liquefaction of the supporting granular soils. Seasonal rainfall, water run -off, or normal watering practice of trees and landscaping areas around the proposed buildings, should not flood and/or saturate footings. Resistance to lateral footing displacement can be computed using an allowable friction factor of 0.30 acting between the base of foundations and the supporting subgrade. Lateral resistance for footings can alternatively be developed using an allowable equivalent fluid passive pressure of 300 pounds per cubic foot acting against the appropriate vertical footing faces. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A 1/3 increase in the above value may be used for short duration, wind, or seismic loads. Testing and Inspection A representative of Krazan & Associates, Inc. should be present at the site during the earthwork activities to confirm that actual subsurface conditions are consistent with the exploratory fieldwork. This activity is an integral part of our services as acceptance of earthwork construction is dependent upon compaction testing and stability of the material. This representative can also verify that the intent of these recommendations is incorporated into the project design and construction. Krazan & Associates, Inc. will not be responsible for grades or staking, since this is the responsibility of the Prime Contractor. LIAIITATIONS Geotechnical engineering is one of the newest divisions of Civil Engineering. This branch of Civil Engineering is constantly improving as new technologies and understanding of earth sciences improves. Although your site was analyzed using the most appropriate current techniques and methods, undoubtedly there will be substantial future improvements in this branch of engineering. In addition to improvements in the field of Geotechnical engineering, physical changes in the site either due to excavation or fill placement, new agency regulations or possible changes in the proposed structure after the time of completion of the soils report may require the soils report to be professionally reviewed. In light of this, the Owner should be aware that there is a practical limit to the usefulness of this report Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 Sara Devclopment.doc • KA No. 092 -01004 February 20, 2001 Page No. 14 without critical review. Although the time limit for this review is strictly arbitrary, it is suggested that two years be considered a reasonable time for the usefulness of this report. Foundation and earthwork construction is characterized by the presence of a calculated risk that soil and groundwater conditions have been fully revealed by the original foundation investigation. This risk is derived from the practical necessity of basing interpretations and design conclusions on limited sampling of the earth. The recommendations made in this report are based on the assumption that soil conditions do not vary significantly from those disclosed during our field investigation. If any variations or undesirable conditions are encountered during construction, the Geotechnical engineer should be notified so that supplemental recommendations can be made. The conclusions of this report are based on the information provided regarding the proposed construction. If the proposed construction is relocated or redesigned, the conclusions in this report may not be valid. The Geotechnical engineer should be notified of any changes so the recommendations can be reviewed and reevaluated. This report is a geotechnical engineering investigation with the purpose of evaluating the soil conditions in terms of foundation design. The scope of our services did not include any environmental site assessment for the presence or absence of hazardous and/or toxic materials in the soil, groundwater or atmosphere, or the presence of wetlands. Any statements, or absence of statements, in this report or on any boring log regarding odors, unusual or suspicious items, or conditions observed are strictly for descriptive purposed and are not intended to convey engineering judgment regarding potential hazardous and/or toxic assessment. The geotechnical information presented herein is based upon professional interpretation utilizing standard engineering practices . and a degree of conservatism deemed proper for this project. It is not warranted that such information and interpretation cannot be superseded by future geotechnical developments. We emphasize that this report is valid for this project as outlined above, and should not be used for any other site. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 Sara Development.doc KA No. 092 -01004 February 20, 2001 Page No. 15 If you have any questions, or if we may be of further assistance, please do not hesitate to contact our office at (425) 485 -5519. CB/TGB: Respectfully submitted, KRAZAN & ASSOCIA , INC. Chris Behrens Senior Engineering Geologist Timothy G. l ckerle, P.E. Engineering Manager IEXPIRES: 11 / 10 / O Z Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 Sara Development.doc i) ILt •nve -in ` heatCC' f ; '1 • :: Oh: ci � ` • Duwa ;Hi :'Pa qa uw as 599 1 staraitt ®a tr \ r r i0 Foot adio • Earling on ' Park aime7)-- r <jj� • •o� • 47 21 1 iverton lie flier: IMO= 'tote: Figure generated from TOPO! ®. I tilt 8. inwpo C� 3 t. KRAZAN & ASSOCIATES 19501 144th Ave. NE #F -300 Woodinville, WA 98072 425 -485 -5519 FIGURE 1 - VICINITY MAP Location: Tukwila, Washington Job No. : 092 -01004 Client: Sara Development Date: 2 -20 -01 LEGEND Test Pit Location Existing Structures Proposed New Construction Proposed Setback (Krazan) Topography Line (2 foot Intervals) Cross - section Line Creek Alignment TP -1 — i _J B' 0 , 30 60 120 (In Feet) Contour Interval 2 feet Note: Site Plan Developed From Drawinq Provided By Sarah Develonment Inc Site Plan Sarah Development Figure 2 Scale: 1 in = 60 feet Job Number: 092 - 01004 Drawn By: WRJ Reviewed By: CROSS SECTION B' -B B 140 Elevation (ft) A Building Location CROSSSECTIONA-A' A' 150 Elevation (ft) 140 130 120 110 100 130 150 140. surface Profi . 140 130 110 130 120 Proposed Bulydtng Location 100 Creek Alignment 90 120 110 l 90 110 100 Surface 0 50 100 150 200 250 300 (ft) _ 100 90 Profile — & 90 0 50 100 150 200 250 300 (ft) CROSS SECTION B' -B B 140 Elevation (ft) Proposed Building Location 140 130 120 110 100 130 120 110 Surface P ofde --The, 100 Creek Alignment 90 90 0 50 100 150 200 250 300 (ft) Note: Site Plan Developed From Drawing Provided By Sarah Development , Inc. Finish Floor elevations have not been established at this time. The structures shown on slope areas reflect proposed placement . Cross Sections Sarah Development Figure 3 Job Number: 092 - 01004 Drawn By: VVRJ Reviewed Bv: C.B./T.G.B Drawing Number. 2 Site Plan Date: February 15, 2001 I(1"2L..121r1 &, ASSOCIATES, INC. Drawing Type: '111C. OW .4W ' iwm 11111•11111, 1U II8,44/ IMAM 01•11 AWN. _ir 1.10,111101/7/ Eol- 07)7 Lot -033 Kr .me ■■••"71L- `04.I= /1// /11111"1 !MIL Nak■■■•9 aZan. & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION • Logs of Test Pits Laboratory Testing MI W ' Project: Residential Development Log of Test Pit 1 Project No: 092 -01004 Client: Sara Development Figure: A -1 Location: Tukwila, WA Logged By: ALH Depth to Water 2.0 feet, very heavy flow SUBSURFACE PROFILE SAMPLE Moisture Content ( 20 40 60 80 Remarks -c a a) O tr1 Description 43 E 0 a m to t aa ) 0 Ground Surface . 0 _ SILTY SAND WITH GRAVEL (SM) Very dark brown, fine to medium grained sand, black berry roots, loose, wet. STopsoi / 0 - - .' . • - - 5 —•- •••.. ' " WELL GRADED SAND WITH GRAVEL (SW) Dark yellowish brown, fine to coarse grained sand, loose to medium dense grading to dense, wet G-1 (Kame- Terrace Deposit) Groundwater flow at 2 feet appears to come from an old stream channel. 5- G -2 10 - 15- 20- End of Test Pit • Massive caving from surface 10 • 15- 20 Method: Caterpillar416C Krazan and Associates Excavation Date: 1/23/01 1501 - 15th Street NW Contractor: Northwest Excavating Suite 106 Auburn, Washington 98002 Sheet: 1 of 1 • Project: 092-01004 Client: Residential Development Location: Sara Development Depth to Water 5.5 feet, light seepage Log of Test Pit 2 Project No: 092-01004 Figure: A-1 Logged By: ALH Description tr) 0 15— 20— Ground Surface SILTY SAND WITH GRAVEL (SM) Very dark brown, fine to medium grained sand, black berry roots, loose, wet Croeso2)_ POORLY GRADED SAND WITH SILT (SP-SM) Light yellowish brown, fine to medium grained sand, trace gravel, moist. yeathered Kame-Terrace Deposit) G-1 POORLY GRADED SAND W/SILT AND GRAVEL (SP-SM) Light gray, fine to medium grained sand, loose to medium dense grading to dense, very moist LKame-Terrace Deposit SILTY SAND WITH GRAVEL (SM) Grayish brown, fine to medium grained sand, occasional cobbles and boulders and decomposed granite stones, G-3 (Gl2 very moist lacial til G-2 5— SILT WITH SAND (ML) Light gray, very fine grained sand, moist (Transitional Beds) End of Test Pit 10 G-4 G-5 15— 20 Remarks Method: Caterpillar 416C Contractor Northwest Excavating Krazan and Associates 1501 - 15th Street NW Suite 106 Auburn, Washington 98002 Excavation Date: 1/23/01 Sheet 1 of 1 MI W Project: Residential Development Log of Test Pit 3 Project No: 092 -01004 Client: Sara Development Figure: A -3 Location: Tukwila, WA Logged By: ALH Depth to Water 2.0 feet, light flow SUBSURFACE PROFILE SAMPLE Remarks .c ai CL) o ° J T cn • Description a o E m a m cn. L m 0 Moisture Content (%) 20 40 60 80 i t 5 10 Ground Surface II 1 i. I, SILTY SAND WITH GRAVEL (SM) Very dark brown, fine to medium grained sand, loose, wet. sTopsoiD � SILTY SAND WITH GRAVEL (SM) Grayish brown, fine to medium grained sand, moist to wet (Glacialtill -like below 5 feet). (Kame - Terrace Deposit) 0 I 5— - i _ I 10 15 20 End of Test Pit 15— - i i I 1 20— Method: Caterpillar 416C Krazan and Associates Excavation Date: 1/23/01 1501 - 15th Street NW Contractor. Northwest Excavating Suite 106 Auburn, Washington 98002 Sheet: 1 of 1 11/ - Project: Residential Development Log of Test Pit 4 Project No: 092-01004 Client: Sara Development Figure: A-4 Location: Tukwila, WA Logged By: ALH Depth to Water Not Observed SUBSURFACE PROFILE SAMPLE Remarks .c a) o 2 Description E z a) a co co .--- — a) o Moisture Content (%) 20 40 60 80 Ground Surface 0 - . - 5— . ........ SILTY SAND WITH GRAVEL (SM) Very dark brown, fine to medium grained sand, loose, wet LTopsoilL , J -.% POORLY GRADED SAND WITH SILT (SP-SM) loose, 10 Yellowish brown, fine to medium grained sand, moist Tame-Terrace De2ositi FAT CLAY (CH) Grayish brown, minor fracturing, stiff to very stiff, moist. (Transitional Beds) . G-1 ' 10 - 15— End of Test Pit - 15— - - 20— - 20 Method: Caterpillar 416C Krazan and Associates Excavation Date: 1/23/01 1501 - 15th Street NW Contractor Northwest Excavating Suite 106 • Auburn, Washington 98002 Sheet: 1 of 1 Project: Residential Development Log of Test Pit 5 Project No: 092 -01004 Client: Sara Development • Figure: A -5 Location: Tukwila WA Logged By: ALH Depth to Water Not Observed SUBSURFACE PROFILE SAMPLE Remarks t a 0 Description 43 a m a m t m Moisture Content ( %) 20 40 60 80 Ground Surface 0 10 SILTY SAND WITH GRAVEL (SM) Very dark brown, fine to medium grained sand, loose, wet JTopsoil) SILTY SAND WITH GRAVEL Yellowish brown, fine to coarse grained sand. Small lenses/layers of silt and dean sand and occasional cobbles, loose to medium dense, moist (Somewhat glacial till -like in appearance.) (Kame - Terrace Deposit) 0 _ 10 15— 1 20— End of Test Pit 15— 20 Method: Caterpillar 416C Krazan and Associates Excavation Date: 1/23/01 1501 - 15th Street NW Contractor. Northwest Excavating Suite 106 Auburn, Washington 98002 Sheet: 1 of 1 w _ Project: Residential Development Log of Test Pit 6 Project No: 092 -01004 Client: Sara Development Figure: A-6 Location: Tukwila WA Logged By: ALH Depth to Water 9.0 feet very light seepage SUBSURFACE PROFILE SAMPLE Moisture Content ( %) 20 40 60 80 .t 1 1 t Remarks -.F.. w 0 - i. co Description a E m a co co L at 0 Ground Surface - 0 5 II SILTY SAND WITH GRAVEL (SM) Very dark brown, fine to medium grained, loose, wet. 1111111 I11 IIII.I, STopsoil� ./ , SILTY SAND (SM) Grayish brown, fine grained sand, loose, moist. Deposit) Ft Kame- Terrace LEAN CLAY (CL) Gray, some fracturing and minor slickensides, very stiff, moist. (Transitional Beds) 10—v / G1 10 15— 20— End of Test Pit • • 15 20 Method: Caterpillar 416C Krazan and Associates Excavation Date: 1/23/01 1501 - 15th Street NW Contractor. Northwest Excavating Suite 106 Auburn, Washington 98002 Sheet: 1 of 1 • " Project: Residential Development Log of Test Pit 7 Project No: 092 -01004 Client: Sara Development Figure: A -7 Location: Tukwila, WA Logged By: ALH Depth to Water Not Observed SUBSURFACE PROFILE SAMPLE Moisture Content (%) 20 40 60 80 Remarks L n a) 0 Symbol Description Sample Number v L aa ) 0 Ground Surface 0 107 ti/ II I /%/ I SILTY SAND (SM) Very dark brown, fine to medium grained sand, loose, wet. STopsoill SANDY SILT (ML) Grayish brown, fine grained sand, medium dense, moist STransitional Bedsl f LEAN CLAY (CL) Gray, stringers and lenses/layers of fine sand and occasional drop stone, stiff to very stiff, moist - - 1 _ - i 10 - End of Test Pit 15— - 20- 15- I 20 Method: Caterpillar 416C Krazan and Associates Excavation Date: 1/23/01 1501 - 15th Street NW Contractor: Northwest Excavating Suite 106 Auburn, Washington 98002 Sheet 1 of 1 MlI Project: Residential Development Log of Test Pit 8 Project No: 092 -01004 Client: Sara Development Figure: A -8 Location: Tukwila, WA Logged By: ALH Depth to Water Not Observed SUBSURFACE PROFILE SAMPLE Remarks Iii a O "3 co Description m a Z m m cA nai 0 Moisture Content ( %) 20 40 60 80 Ground Surface 0_ — 0 SILTY SAND (SM) Very dark brown, fine to medium grained sand, loose, / wet. `Toesoil J SANDY SILT (ML) Grayish brown, fine to medium grained sand, concrete and asphalt rubble, broken brick, floor tile, and gravel, soft/loose, moist to very moist. (Fill! 1 SANDY SILT Dark brown, fine to medium grained, soft, moist (Old topsoil) ! _ LEAN (C Grayish CLAY brown, stiff L) to very stiff, moist to wet (Transitional Beds) 1 10 I ll 10- I 1 15— 20— End of Test Pit • _ , 15— 20 Method: Caterpillar 416C Krazan and Associates Excavation Date: 1123/01 1501 -15th Street NW Contractor. Northwest Excavating Suite 106 Auburn, Washington 98002 Sheet: 1 of 1 • • PERCENT FINER Particie Size Distribution Report Project: Sara Development Client: Sara Development, Inc. Project No.: 09201004 Sample No: 7104(1) Location: TP -1 G2 100 90 80 70 60 50 40 30 20 10 0 5 .E Source of Sample: s � � 5 _ 5 it p 3 500 100 • • • 5 $ • • • 8 1 IZE - mm 01 Date: 2 -9 -01 Elev./Depth: 1" 0.01 0.001 % COBBLES % GRAVEL % SAND % FINES SILT CLAY CRS. FINE CRS. MEDIUM FINE 0.0 0.0 22.6 8.5 17.8 46.6 _ 4.5 SIEVE SIZE PERCENT FINER SPEC.' PERCENT PASS? (X -NO) • •N � it Yt ft 7t it yt V""ii' •A i3 r' 88000000. Y" 100.0 93.1 88.8 85.7 80.6 77.4 68.9 61.5 57.8 51.1 43.1 36.5 19.8 4.5 (no specification provided) Soil Description Light brown, well graded SAND with gravel PL= D85= 8.97 D30= 0.209 Cu= 7.24 uscs= sw Sample 7104(1) Location: TP -1 G2 F.M.= 2.16 Atterberq Limits LL= Coefficients D60= 0.717 D15= 0.124 Cc= 0.61 Classification AAS I-1TO= Remarks PI= D50= 0.402 D10= 0.0989 Plate A -9 • r 6 0 2 H V) 6 4 3 10 7 4 LIQUID A• PLASTIC LIMITS TEPREPORT Dashed line indicates the approximate / / upper limit boundary for natural soils / / / ) — / / 4 /// O 4:§ O� 10 50 UQUID UMIT 70 90 110 MATERIAL DESCRIPTION PL P1 %4200 USCS • Yellowish gray SILT with sand 33 24 9 ML Project No. 09201004 Client: Sara Development, Inc. Project: Sara Development • Location: TP -2 G5 LIQUID AND PLASTIC LIMITS TEST REPORT KRAZAN & ASSOCIATES, INC. Remarks: • Sample 7104(2) location: TP -2 G5 Plate A -10 • LIQUID AM PLASTIC LIMITS TEN REPORT so- .� Dashed line indicates the approximate upper limit boundary for natural soils / / / / / / / / • __ / // / / / PLASTICI1 / / / / / / • N— / / / / / / 0 G>' • lo ML or OL _ MH or OH h l , _ 1 10 30 50 70 90 110 UQUID LIMIT MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS • Yellowish gray fat clay 5.6 - 27 29 CH Project No. 09201004 Client: Sara Development, Inc. Project: Sara Development •Location: TP-4 Si Remarks: • Sample 7104(3) location: TP-4 SI Plate A-11 LIQUID AND PLASTIC LIMITS TEST REPORT KRAZAN & ASSOCIATES, INC. Earthwork Specifications • • Appendix B Page B.1 APPENDIX B EARTHWORK SPECIFICATIONS GENERAL When the text of the report conflicts with the general specifications in this appendix, the recommendations in the report have precedence. SCOPE OF WORK: These specifications and applicable plans pertain to and include all earthwork associated with the site rough grading, including but not limited to the furnishing of all labor, tools, and equipment necessary for site clearing and grubbing, stripping, preparation of foundation materials for receiving fill, excavation, processing, placement and compaction of fill and backfill materials to the lines and grades shown on the project grading plans, and disposal of excess materials. PERFORMANCE: The Contractor shall be responsible for the satisfactory completion of all earthwork in accordance with the project plans and specifications. This work shall be inspected and tested by a representative of Krazan and Associates, Inc., hereinafter known as the Geotechnical engineer and/or Testing Agency. Attainment of design grades when achieved shall be certified to by the project Civil Engineer. Both the Geotechnical engineer and the Civil Engineer are the Owner's representatives. If the Contractor should fail to meet the technical or design requirements embodied in this document and on the applicable plans, he shall make the necessary until all work is deemed satisfactory as determined by both the Geotechnical engineer and the Civil. Engineer. No deviation from these specifications shall be made except upon written approval of the Geotechnical engineer, Civil Engineer or project Architect. No earthwork shall be performed without the physical presence or approval of, the Geotechnical engineer. The Contractor shall notify the Geotechnical engineer at least 2 working days prior to the commencement of any aspect of the site earthwork. The Contractor agrees that he shall assume sole and complete responsibility for job site conditions during the course of construction of this project, including safety of all persons and property; that this requirement shall apply continuously and not be limited to normal working hours; and that the Contractor shall defend, indemnify and hold the Owner and the Engineers harmless from any and all liability, real or alleged, in connection with the performance of work on this project, except for liability arising from the sole negligence of the Owner or the Engineers. TECHNICAL REQUIREMENTS: All compacted materials shall be densified to a density not less that 95 percent of the maximum dry density as determined by ASTM Test Method D1557, as specified in the technical portion of the Geotechnical Engineer's report. The location and frequency of field density tests shall be as determined by the Geotechnical engineer. The results of these tests and compliance with these specifications shall be the basis upon which the Geotechnical engineer will judge satisfactory completion of work. SOILS AND FOUNDATION CONTDITIONS: The Contractor is presumed to have visited the site and to have familiarized himself with existing site conditions and the contents of the data presented in the soil report. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 Sara Developmcnt.doc Appendix B Page B.2 The Contractor shall make his own interpretation of the data contained in said report, and the Contractor shall not be relieved of Liability under the contractor for any loss sustained as a result of any variance between conditions indicated by or deduced from said report and the actual conditions encountered during the progress of the work. DUST CONTROL: The work includes dust control as required for the alleviation or prevention of any dust nuisance on or about the site or the borrow area, or off -site if caused by the Contractor's operation either during the performance of the earthwork or resulting from the conditions in which the Contractor leaves the site. The Contractor shall assume all liability, including Court costs of codefendants, for all claims related to dust or windblown materials attributable to his work. SITE PREPARATION Site preparation shall consist of site clearing and grubbing and the preparations of foundation materials for receiving fill. CLEARING AND GRUBBING: The Contractor shall accept the site in this present condition and shall demolish and/or remove from the area of designated project, earthwork all structures, both surface and subsurface, trees, brush, roots, debris, organic matter, and all other matter determined by the Geotechnical engineer to be deleterious. Such materials shall become the property of the Contractor and shall be removed from the site. Tree root systems in proposed building areas should be removed to a minimum depth of 3 feet and to such an extent which would permit removal of all roots ..larger than 1 inch. Tree root removed in parking areas may be limited to the upper 1 %2 feet of the ground surface. Backfill or tree root excavation should not be permitted until all exposed surfaces have been inspected and the Geotechnical engineer is present for the proper control of backfill placement and compaction. Burning in areas, which are to receive fill materials, shall not be permitted. SUBGRADE PREPARATION: Surfaces to receive Structural fill, building or slab loads shall be prepared as outlined above, scarified to a depth of 6 inches, moisture- conditioned as necessary, and compacted to 95 percent of the maximum dry density as determined by ASTM Test Method D1557. Loose and/or areas of disturbed soils shall be moisture conditioned and compacted to 95 percent of the maximum dry density as determined by ASTM Test Method D1557. All ruts, hummocks, or other uneven surface features shall be removed by surface grading prior to placement of any fill material. All areas, which are to receive fill materials, shall be approved by the Geotechnical engineer prior to the placement of any of the fill material. EXCAVATION: All excavation shall be accomplished to the tolerance normally defined by the Civil Engineer as shown on the project grading plans. All over excavation below the grades specified shall be backfilled at the Contractor's expense and shall be compacted in accordance with the applicable technical requirements. FILL AND BACKFILL MATERIAL: No material shall be moved or compacted without the presence of the Geotechnical engineer. Material from the required site excavation may be utilized for construction site fills provided the Geotechnical engineer gives prior approval. All materials utilized for Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 Sara Development.doc • • Appendix B Page B.3 constructing site fills shall be free from vegetation or other deleterious matter as determined by the Geotechnical engineer. PLACEMENT, SPREADING AND COMPACTION: The placement and spreading of approved fill materials and the processing and compaction of approved fill and native materials shall be the responsibility of the Contractor. However, compaction of fill materials by flooding, ponding, or jetting shall not be permitted unless specifically approved by local code, as well as the Geotechnical engineer. Both cut and fill shall be surface compacted to the satisfaction of the Geotechnical engineer prior to final acceptance. SEASONAL LIMITS: No fill material shall be placed, spread, or rolled while it is frozen or thawing or during unfavorable wet weather conditions. When the work is interrupted by heavy rains, fill operations shall not be resumed until the Geotechnical engineer indicates that the moisture content and density of previously placed fill are as specified. Both cut and fill shall be surface compacted to the satisfaction of the Geotechnical engineer prior to final acceptance. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 Sara Development.doc NOIDNIHSVM 'A!Nf100 ONIN SN2IOM OI1Bfld AiNf100 ONIM a' /\ /A . ----.-.: x ":-.'1,.Th, ts, \ / - // .,„ L. ..—, , ) .00 / /.. P.42 \ ---i ii....", cz I IL '1FttT MIN. (r.,t . MIN. ' -,/ •,, \ I I \ • 7, c ' ‘ / , 1 MIN j 1 \ r_62, •/<\ . / z ow 112._ 4' MAX. \ Ni \-- -I r zz /,, 7>li ;P-, /f. ,- c z › ...z ry• -,...\ m 0 › co K < -)r.,A 01 0 m24,916 K—' mr) C)-1, !:, 7,-:;>):: , Ul>ni:01 : ;v:: b ' \ z 1-., F.1 E • .- - ..m -< 3://' i0 r--< cc) \ 5.-b. -0 n -0 ,---cyr x/' Z --'1-n,-ou) t . ' \ _ li) .---,0 PA rn ' -' 0 in o >0 -, < o ' —I m C v", C', 0 a 1 k \/ C / MX, T\ V) \,/ '•,r?' 03 -...1 _ 23" 0 „Da 1 • , TI,g),, ". M /- • m 0 CO,— > c m )z> u 'm >* 2 - - l> 02 .. A LT? > Ppm z i\ > •> - • 1 m > II) = Z lo c' \-1( 4 Sir' . k ' rn —, m > x 6 Z i Z —I I \ 2/1 5 '0.) Pi \• ' \L4 I- II -I r/ ,... o / 77, 0 t rn • 0 0 Z,, -a > rn m Oz _, p Z Kir '■7"V. .---1 r 7 M r) / 0 0 I rri<ap i.,,.,...,,: !rim mm on 6 o > > 0 > -n C CO -‹ z 0 = - , --' Z • VI > 7 7 Z - CO m 7 M a > o m z K rn ./". vr-,, : • u) -■ K -0 Ln r= ! : 13.2 M rn * v, • 0 M LI) 23 ,..13 - -1 • z m--4 cr, -cm r s•r_•/ C 0 U) 0 —1 m M 0 z 7 M 1:' 1 m > a x. > 3'3 ,....,I.D._.... ,...,_ 7 Z > M Z 0 M g (-.) M r.r, r- C , > 0 Ln t> P 03 > m M • > 0 0 —1 0 K --1 m 1'1 0 r M m Z _, —I r - 1 3 1 N C O m 4.. _, • 0 R Pa K • Z Z • -. ---i M CD ...I X/ -I T1 V) d330 Aa3A Structural Engineering Services, PLLC May 15, 2003 Mr. Bob Benedicto City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Re: Sara Development Detention Vault (M102 -186) Revisions to Drg. S -1, dated 5/14/03 Dear Mr. Benedicto: Please find enclosed two wet stamped revised drawings S -1 along with revised structural calculations which reflect lowering the subject vault from elevation 64.0 (top of slab) to elevation 60.5. The civil engineer has located drain tile around the vault at elevation 52.82 which allowed a lowering of the lateral soil pressure from the previous 96 lb. per cu. ft. to 65 lb. per cu. ft , which is in accordance to the original soils report by Krazan and Associates, Inc., dated February 20, 2001. The higher pressure was used below the drain tile invert elevation down to the bottom slab. The revised calculations reflect this change. There is no change in the reinforcement from the previous design since the lowering of the hydrostatic pressure on the walls offset the lowering of the vault by 3 '/2 feet. Drawing S -1 also shows some minor revisions. The Plan view shows a ventilation opening in each corner with additional reinforcing. The Longitudinal Section A shows a revised elevation of 50.5 (previous was 54.0) for the high point of the bottom slab at the centerline. Sections `C' and `D' show a revised height at the corners of the north and south walls. Please feel free to call me at 253- 946 -6024 if you have any questions. Sincerely, Rolf F. Amundson, P.E. Copies to Mr. Behzad Chauhdry, Sara Development, Inc. Mr. Earle Morgan, Tri M Construction Mr. Dave Hartley, AkH & Assoc. April 22, 2003 Structeal Engineering Service LLC RECEIVED APR 2 3 2003 COMMUNITY DEVELOPMENT Mr. Bob Benedicto City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Re: Sara Development Detention Vault (M102 -186) Revisions to Drg. S -1, dated 4/17/03 Dear Mr. Benedicto: In accordance with our phone conversation on Thursday, April 17, please find enclosed two copies of the revised drawing, S -1. You mentioned at the time that you wanted one copy for the office and one for the field. The overall height dimension of the vault shown on Section B at the exterior wall face has been revised to read "Varies-- 10' -6" Min." from the previous dimension of 10' -6 ". Also the note for the slope of the bottom slab has been revised to read "5% slope" rather than "Min. 5% slope ". Revisions have been clouded on the drawing. These revisions have been discussed with the Mr. Dave Hartley (253- 479 -9505) of ARH & Associates, the concrete contractor, who requested these revisions to allow for more uniform layout and fabrication of the reinforcement. I have checked the design and found that no changes to the size and spacing of the reinforcement are needed. Please feel free to call meat 253- 946 -6024 if you have any questions. Sincerely, Rolf F Amundson, P.E. Copies to: Mr. Dave Hartley, ARH & Assoc. Mr. Earle Morgan, Tri M Construction REVISIONNOI? /1/12-0Z- /84# April 22, 2003 Structal Engineering ServiceOPLLC RECEIVED APR 2 3 2003 COMMUNITY DEVELOPMENT Mr. Bob Benedicto City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Re: Sara Development Detention Vault (M102 -186) Revisions to Drg. S -1, dated 4/17/03 Dear Mr. Benedicto: In accordance with our phone conversation on Thursday, April 17, please find enclosed two copies of the revised drawing, S -1. You mentioned at the time that you wanted one copy for the office and one for the field. The overall height dimension of the vault shown on Section B at the exterior wall face has been revised to read "Varies -- 10'-6" Min." from the previous dimension of 10' -6 ". Also the note for the slope of the bottom slab has been revised to read "5% slope" rather than "Min. 5% slope ". Revisions have been clouded on the drawing. These revisions have been discussed with the Mr. Dave Hartley (253 -479 -9505) of ARH & Associates, the concrete contractor, who requested these revisions to allow for more uniform layout and fabrication of the reinforcement. I have checked the design and found that no changes to the size and spacing of the reinforcement are needed. Please feel free to call meat 253- 946 -6024 if you have any questions. Sincerely, Rolf . Amundson, P.E. Copies to: Mr. Dave Hartley, ARH & Assoc. Mr. Earle Morgan, Tri M Construction RFVIIONNOJ frixo Z- /8G • Reid iddleton December 31, 2002 File No. 26 -02- 005- 017 -01 Mr. Bob Benedicto City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - First Submittal Sara Development Detention Vault (MI02 -186) Dear Mr. Benedicto: RECEIVED JAN 0 2 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 Engineer for your convenience. General and Civil 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. The geotechnical report by Krazan and Associates, dated February 20, 2001, and letter dated August 9, 2002 (revised August 28, 2002), were not included in the submittal to us. A copy should be included in the next submittal for review. 3. The elevations of the detention vault in the civil drawings (Sheet 12 of 12) versus the structural calculations are not clear. On Civil Sheet 12, Section A specifies a bottom elevation of 54'0" at the top of the sand layer and a height of 9'0" to the bottom surface of the top concrete slab (elevation of 63'0 "). However, Section C depicts elevations of approximately 50'8" and 59'8" at the same locations. Section C also depicts the height of finish grade above the top of the vault from approximately 8" to 2'4 ". The structural calculations assume a height of 10'0" from the top surface of the bottom concrete slab to the bottom surface of the top concrete slab, and a uniform finish grade height of 1'0" above the vault. The dimensions in the civil drawings should be correlated with the structural drawings and calculations. 4. The quantities of materials within the detention vault in the civil drawings (Sheet 12 of 12) versus the structural calculations are not clear. On Civil Sheet Engineers Planners Surveyors Washington Oregon Alaska Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Mr. Bob Bendicto City of Tukwila December 31, 2002 File No. 26 -02- 005- 017 -01 Page 2 12, Section A specifies a height of 3'0" from the top of the sand layer to the invert of the inlet pipe (elevation of 57'0 "). The minimum thickness of the sand layer is not specified. The structural calculations assume a minimum sand layer thickness of 10" and a minimum height of 4'0" from the top of the sand layer to the invert of the inlet pipe. The minimum thickness of the sand layer should be specified and the dimensions in the civil drawings should be correlated with the structural drawings and calculations. Structural 5. On page 1 of the calculations, the thicknesses of the top and bottom concrete slabs and the concrete walls are assumed to be 10" thick. However, 12" thicknesses are specified on Sheet S -1. This could have an effect on the structural capacity of the vault and supporting soil. The calculations should be reviewed. 6. On page 1 of the calculations, the long -term height of the standing water below the invert of the inlet pipe is assumed to be 5'0" for determination of lateral water pressure on the walls and 4'0" for determination of dead load on bottom concrete slab. Also, the civil drawings specify a 3'0" height (see comment above). This could have an effect on the structural capacity of the vault and supporting soil. The calculations should be reviewed. 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' . Brazil, P.E., S.E. Senior Engineer set\26se \planrevw \tukwi la \02 \t017r 1.doc \prb cc: Behzad Chaundry, Sara Development Rolf Amundson Reid iddleton February 28, 2003 File No. 26 -02- 005- 017 -02 Mr. Bob Benedicto City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - Final Submittal Sara Development Detention Vault (MI02 -186) Dear Mr. Benedicto: REC TVKVVILA CITY OF 61arR — 3 200 PERMIT CENTER We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The applicant has responded successfully to our comments: Enclosed are one complete set of the structural drawings (bound with the originally submitted architectural drawings) and :an additional copy of the revised structural sheets. We are also forwarding the structural calculations, geotechnical report, and correspondence from the engineer for your records. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. Philip 'F' : razil, P.E., Senior Engineer sj s\26se \planrevw \tukwila \02 \t017r2.doc \prb - Enclosures cc: Behzad Chaundry, Sara Development Rolf Amundson Engineers Planners Surveyors Washington Oregon Alaska Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 • • 1-6 11), M c' 7c, /3 7/1: _ /; • /> -„ - • au, L.,/ & ic 47. iv1/.. L3/2_it W./ y cc 7C re-- A-Ai r_76. fC /iz. 2 ACSeC. t &. r-c47-71 3ci/c 2 2. I( L t /F ihr k- = m „..., 4 7ZA_ , o, rf StructOal Engineering ServicesOLLC Feb. 12, 2003 Mr. Philip R. Brazil, Senior Engineer Reid Middleton, Inc. 728 134th St. SW, Ste. 200 Everett, WA 98204 Re: Sara Development Detention Vault (M102 -186) Correction letter of Dec. 31, 2002 Dear Mr. Brazil: In accordance with your letter dated Dec. 31, 2002, File No. 26 -02- 005- 017 -01, I have made the following corrections to the Structural calculations and drawings incorporating comments 3 through 6. Comment 3 The Structural calculations have been revised (revision date on each page) to reflect the elevations now stated on Civil Drawing 12 of 12.. The vault is now also shallower with an out to out constant dimension of 10' -6" along the East and West sides. Only the end walls have variable height walls conforming to the sloped slab. The Structural calculations assume a 1' -0" finish grade over the top of the vault only to accommodate the weight of low level plantings. Comment 4 The Structural calculations now reflect a height of water in the vault to be at El. 58.0 which is the invert elevation of the outlet pipe. The water level will typically be to that elevation. It was used in calculations only to offset the affect of the soil pressure on the outside. Its actual affect is minimal. Comment 5 The calculations now show all slabs and walls to be 12 in. thick. Comment 6 The difference between the height of water used for lateral pressure and height of water used for dead load is reflected in the fact that I subtracted out the height of the sediment layer when calculating the dead load due to the water. Again, I used the invert elevation of the outlet pipe rather than that of the inlet pipe. I used a water saturated weight of the sediment layer of 130 psf FEB 2 1 2003 REID MIDD! ETON Structleal Engineering ServicesOLLC -2- Drawing revisions on Drg. S -1 are reflected in the following: Longitudinal Section A Vault depths were revised to be shallower. This was coordinated with the Civil Engineer. Section B Reinforcement revised to accommodate shallower depth Overall height of exterior walls constant along East & West sides at 10' -6 ". This makes reinforcement lengths more uniform Slope in the transverse direction is now 5% minimum rather than a constant 5 %. Removed deepened foundation portion on East side. Not needed to resist sliding. Removed notes concerning sealing of interior surfaces and exterior waterproof membrane. These items are not needed in accordance with the City of Tukwila. Sections C & D Reinforcement revised to accommodate shallower depth. Removed note regarding waterproof membrane.. Typical Const. h. Detail 2 Added detail where cold joints occur due to terminating concrete pours. Other information on Drg. S -2 remains unchanged. I trust this information provides what is needed to complete your review. Sincerely, Rol ' . Amundson, PE Copy: Mr. Behzad Chauhdry. • • 1/31/03 Mr. Philip Brazil Reid Middleton, Inc. 728 134th Street SW Everett, WA 98204 RE: Correction letter Mr. Brazil, In accordance to your letter dated Dec. 31, 2002, file No. 26 -02- 005- 017 -01, I have made the corrections to the Civil drawings as commented by you. Comment 3: I have re- plotted the vault profile to reflect the correct elevation for the top and bottom of vault and also the correct proposed grade. There was some confusion in the correct dimensions of the vault in section AA and BB, I have revised the sections to depict the correct dimensions. Comment 4: The layer referenced as the sand layer should be called the sediment layer. I have depicted this on the civil drawing in section AA with an average thickness of 10 inches. I have also coordinated this with the structural engineer. I hope that this will clarify the drawings, Thanks, Mohammad Saleem, PE 206 - 650 -4346 FEB 2 1 2003 REID MIDDLETON City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director December 23, 2002 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Sara Development - Vault (MI02 -186) 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, Brenda Holt, Permit Coordinator encl xc: Permit File No. MI02 -186 KraZ • • an & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION December 13, 2002 KA Project No. 092 -01004 FILE COPY 1 Mr. Behzad Chaudry Sara Development, Inc. Post Office Box 5544 Tukwila, Washington 98064 1I• Letter for the City of Tukwila Public Works Department Review Comments regarding the Detention Vault Sara Short Plat Tukwila, Washington Dear Mr. Chaudry, CITY Of TUKWIU APPROVED MAR - 6 2003 AS NO' 7r ; .1 In accordance with your phone request on December 13, 2002 regarding City of Tukwila Public Works Department review comments regarding the underground detention vault, we have provided this letter with additional comments on the detention vault, and these comments are as follows: The detention vault will not require the use of a leveling pad at its present proposed location. If over excavation is required at the time of the vault construction, the overexcavation should be backfilled with approved structural fill per Krazan & Associates Geotechnical Investigation Report KA No. 092 - 01004, dated February 20, 2001 structural fill section. Additional information regarding the detention vault is also provided in our revised letter for Detention Vault Design Parameters, dated August 28, 2002 Footing drains will not be required for the detention vault, but valves should be placed approximately 6 to 12 inches off of the interior vault floor elevation to allow any groundwater to enter the vault. These valves are designed to allow groundwater outside the vault to entf.T the vault but do not allow water in the detention vault to exit through the valves. The detention vault will not require a waterproof membrane. u iL FEB 2 1 2003 REID MIDDLETON /s4lOi(6'o • • KA No. 092 -01004 December 13, 2002 Page 2 of 2 We hope that this letter provides the information required at this time. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN & ASSOCIATES, INC. Chris Behrens, RG., R.E.G. Senior Engineering Geologist CB /SLC Sean L. Caraway, P.E. Engineering Manager • City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director December 5, 2002 Behzad Chauhdry P.O. Box 5544 Kent, WA 98064 RE: Letter of Incomplete Application #1 Development Permit Application Number MI02 -186 Sara Development — Vault —13419 Macadam Rd S Dear Behzad: This letter is to inform you that your application received at the City of Tukwila Permit Center on November 20, 2002, is determined to be incomplete. Before your application can begin the plan review process the following items need to be addressed: Public Works Department: David McPherson, at (206) 433 -0179, if you have questions concerning the attached. Please address the above 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 Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Sincerely, Stefania Spencer Permit Technician encl File: Permit File No. MI02 -186 • 1 CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS DATE: November 27, 2002 PROJECT: Sara 8 Lot Short Plat Storm Vault Macadam Road South @ 43rd Ave. South PERMIT NO: MI02 -186 PLAN REVIEWER: Contact David McPhers© a "t (206) 433 -0179, ext.1638, if you have any questions regarding the following comments. 1. Specify type of sealer to be used as noted on Section `B' — on sheet S -1. 2. Submit Geotechnical recommendations for the storm vault placement. Indicate if vault is to be placed on a leveling pad. If required, then specify leveling pad material and thickness. Verify if vault needs a foundation drainage system around perimeter. If needed, show on plan and label. Specify required waterproof membrane. Specify backfill requirements. 3. Cross reference Geotechnical report and letter(s) as applicable, pertaining to storm vault installation, on plan sheet(s). Include report title, date(s), name and phone number of Geotechnical Engineer/Firm, etc.. '-'4.::=1111 iKrazari & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION August 9, 2002 KA Project No. 092 -01004 Revised August 28, 2002 Mr. Behzad Chaudry Sara Development, Inc. Post Office Box 5544 Tukwila, Washington 98064 RF: Revised Letter for Detention Vanit Design Parameters Sara Short Plat Tukwila, Washington Dear Mr. Chaudry, U FEB 2 1 2003 REID MIDDLETON In accordance with your phone request on August 7, 2002 regarding replacing the detention pond with an underground detention vault, we have provided this letter with temporary slope cut recommendations, lateral earth pressures for vault wall design and an allowable bearing pressure value for shallow foundation design. We have reviewed our Geotechnical Investigation Report KA No. 092 - 01004, dated February 20, 2001 to re- evaluate the soil, slope, and groundwater conditions at the proposed location of the underground detention vault. Based on our exploratory test pit TP -5, which was located in the general area of the proposed detention vault, we encountered loose to medium dense silty, fine to coarse grained sand with variable amounts of gravel and cobbles (Kame- Terrace Deposit). These cohesionless soils have a tendency to ravel and cave in excavations. Temporary excavations less than 20 feet deep, should be sloped no steeper than 1H:1 V (horizontal to vertical) in the native soil (Kame- Terrace Deposit) where room permits. If the soil in the excavation is subject to vibration from heavy traffic, the temporary excavation should be sloped no steeper than 1 %2H: l V for the native soil (Kame - Terrace Deposit). All temporary cuts should be in accordance with Washington Administrative Code (WAC) Part N, Excavation, Trenching, and Shoring. The temporary slope cuts should be visually inspected daily by a qualified person during construction work activities and the results of the inspections should be included in daily reports. If signs of instability, raveling or sloughing appear, slopes will need to be cut to a flatter angle or a temporary shoring system will need to be considered. Cut slopes greater than 20 feet deep will require additional evaluation by the geotechnical and structural engineers and temporary shoring will likely be required. The contractor is responsible for maintaining the stability of the temporary cut slopes and minimizing slope erosion during construction. The temporary cut slopes should be covered with visqueen to help minimize erosion during wet weather and the slopes should be closely monitored until • • KA No. 092 -01004 August 9, 2002 Revised August 28, 2002 Page 2 of 3 the permanent retaining systems are complete. Materials should not be stored and equipment operated within 10 feet of the top of any temporary cut slope. If any variations or undesirable conditions are encountered during construction, Krazan & Associates should be notified so that supplemental recommendations can be made. In areas where it is not possible to maintain the recommended slopes due to room constraints, temporary shoring may be required in order to provide adequate stability for the cut faces, during construction. The contractor should be responsible for the design and construction of any temporary shoring system. We recommend that the structural engineer and Krazan & Associates review the proposed shoring system prior to construction. Per our original Geotechnical Investigation Report the detention vault may be supported on a shallow foundation system bearing on medium dense to dense native soils, or structural fill placed on medium dense to dense native soils. Continuous wall footings may be designed for a maximum allowable bearing pressure of 2,000 pounds per square foot (psf) dead plus live load. Resistance to lateral footing displacement can be computed using an allowable friction factor of 0.30 acting between the bases of the foundations and the supporting subgrade. Lateral resistance for footings can alternatively be developed using an allowable equivalent fluid passive pressure of 225 pounds per cubic foot acting against the appropriate vertical footing faces. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A 1/3 increase in the above values may be used for short duration seismic loads. Structural fill placed on bearing native subgrade should be compacted to 95 percent of the maximum dry density based on ASTM Test Method D1557. Since proper drainage behind the detention vault walls may not be achieved, we recommend using the following lateral earth pressures, which include hydrostatic pressure generated by water accumulation, for the detention vault wall design: (1) "At- Rest" Condition - 96 psf per foot of depth (2) "Active" Condition - 85 psf per foot of depth. The lateral pressure value used will depend on whether the wall is restrained (wall movement not permitted) or unrestrained (wall can move at least 0.002H (H is height of wall)). A Passive Earth Pressure on the Low Side of the Wall (neglecting the upper 2 feet) of 225 psf per linear foot of depth may be used to resist wall movement. A soil - footing coefficient of sliding friction (allowable) of 0.30 may be used between the footing and the supporting subgrade for resistance. We recommend that the retaining wall backfill be compacted to at least 90 percent of the maximum dry density based on ASTM Test Method D1557. In place density tests should be performed to verify adequate compaction. Soil compactors place transient surcharges on the backfill. Consequently, only light hand operated equipment is recommended within 3 feet of walls so that excessive stress is not imposed on the walls. • KA No. 092 -01004 August 9, 2002 Revised August 28, 2002 Page 3 of 3 We hope that this letter provides the information required at this time. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN & ASSOCIATES, INC. Chris Behrens, R.G., R.E.G. Senior Engineering Geologist CB /SLC Sean L. Caraway, P.E. Engineering Manager • PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: PROJECT NAME: MI02 -186 DATE: 12 -17 -02 Sara Development Vault SITE ADDRESSS 13419 Macadam-Rd i S Original Plan Submittal Response to Correction Letter # X Response to Incomplete Letter # 1 Revision # After Permit Is Issued DEPARTMENTS: "/Ct' Buil ing Ivlslon P bl _Vyork bot, &,.03 Fire Prevention n Strylc, ral2 3 -05- Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 1 2 -19 -02 Complete Comments: 7, Incomplete n Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route V Structural Review Required No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 1-16-03 Not Approved (attach comments) n DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc PLAN�REVI 1 QihAJG SLIP ACTIVITY, NUMBER: M102 -186 DATE: 11 =21 -02 PROJECT NAME SARA, DEVELOPMENT -- VAULT SITE ADDRESS., 13419 MACADAM ROAD SOUTH X Original Plan Submittal -Response to Correction Letter #:' Revision # After Permit Is Issued.. Response to Incomplete Letter # DEPARTMENTS: Building Division m 61 ,9td) (• 14"o3 Fire Prevention Pu c Works I.( Structural 114l. ti-Z&-(31 Planning �ivision ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Di Comments: Incomplete DUE DATE: 11 -26 -02 Not Applicable ❑ Permit Center Use;Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: BIdg ❑ Fire ❑ Ping ❑ , PW ❑ Staff Initials: ,' • TUES /THURS ROUTING: �� / / Please Route L:J Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 12 -24-02 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER °MAILED: Departm erits:issued,correctioris:. BIdg Fire.0 P.Ing. ❑" Staff Initials: PERMIT COORD COPY PROJECT NAME: .J%9R-41 'vELa/iiE,c/>- Site Address: /d7l9 /4 o' , S - PERMI 0:.. /1"7-2 -49a' Origb inal Issue Date: / /03 REVISION LOG Revision 1 Date Staff i Date No. I Received Initials 1 _ Issued -Staff Initials y23 —a3S 1 Summary of Revision: Vee-c/!s - aiddro 49112P Received By: (please print) Revision No. a Date Received 1 i Staff Initials Date Issued i Staff Initials I 1 Summary of Revision: Summary of Revision: Received By: Received. By: (please print) Revision No. Date Received Staff Initials Staff I Initials I Date 1 Staff Issued I Initials 1 I 1 Summary of Revision: Received By: (please print) Revision No. Date Received Staff Initials Date Issued Staff Initials Summary or Revision: Received By: (please print) Revision No. Date Received Staff Initials Date Issued Staff Initials Summary of Revision: Received Rv- 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: � (S © 3 Plan Check/Permit Number: /l) — / D c — / s2 E Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit is Issued Project Name: q - v h f } ' - , c 7 # 0 j / 4 Project Address: /2Lf(? #44 4t_ ti r Contact Person: /� L' �/ 2/�- ►, Phone Number: c*6 _ sc-e', --a?rte Summary of Revision: ∎Y? cam= C c S / �a ; a -/ RECEIVED CITY OF TUKWILA w ®v 1 5 9169 ERMiTttnITER Sheet Number(s): _ l "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center bv: Entered in Sierra on . =/S-d-3 nRnninn City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 C RECEIVED (206)431 -3670 APR 2 3 2003 PERMIT CENTER • R /T' OF TUKvviu Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: --1-ZB'�i 3 Plan Check/Permit Number: 2Z 2- 1 840 0 Response to Incomplete Letter # Response to Correction Letter # Revision # 1 after Permit is Issued Project Name: �Q Q�t. !2 t)a.QO tr��, — �12TQirJE�> - 011ALS-f Project Address: 13'//� /%G D4iri , D S Contact Person: 3F�/ZAD eim-z L>/r Phone Number: �5)) 8S0-/.3 7/ Summary of Revision: j �iril(Smy adeoea, / Aze ,,t . ram /a'. r' /Lea € ,S O� � Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center bv: '�l - ' Ut Entered in Sierra on yz� .03 08/30/00 1 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 CITY OF TUKWIIA APR 2 3 2003 PERMIT CENTER Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: M1Q 2- 18C0 Response to Incomplete Letter # Response to Correction Letter # Revision # 1 after Permit is Issued 1.351/ M Mn / S Project Name: Project Address: Contact Person: 3 9241 eitn"i/P77 Phone Number: Summary of Revision: TEU /S /A, 4dei2 z / Xe�,�G2 %v l%=zi_14 Zdeatse;ra, 7re 74 ShiC22 4 -# "'V /2-1.44e. 2L i • it 5)) 8S-0-/.37/ Sheet Number(s): S/ "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Se--F pt Entered in Sierra on 17Z3--D3 AO /1A /AA City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: M102 -186 • Response to Incomplete Letter # 1 • Response to Correction Letter # • Revision # after Permit is Issued Project Name: SARA DEVELOPMENT - VAULT. Project Address: 13419 MACADAM RD SOUTH Contact Person: Behzad Chauhdry Phone Number S-3 - D S-0439( Summary of Revision: Act 3 RECEIVED CrrY nF TUKWItrq DEC 1 7 2002 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision tAO/ Received at the City of Tukwila Permit Center by: dEntered in Sierra on )- F625-052-00( ) (S/97) DEP•TMENT OF LABOR AND INDUSTRIE4 REGISTERED AS PROVIDED BY LAW AS CONST- -:CONT GENERAL r REGIST , #,; EXP.,'`DATE CC01 ;. TRIMCD..C121RA 0:3/03/2005: 'EFF,ECTTVE- "DATE 12/01/,1988' TRI -M CONSTRUCTION & DEV CORP 2203 SW. 356TH STREET FEDERAL WAY WA 98023 d,�' xtr , »i { }'�," "•: &e lQ0.ri''1F'4n4n. }c�'1`.'4 °'(" d �••„ - ;t`�'''��' �r;. ,.' ,1NAs,;:tw4cpIs , SERVICE REGISTRATIONS AND LICENSES.:j; STATE OF WASHINGTON UNIFIED BUSINESS ID #: 601 130 060 BUSINESS ID #: 001 EXPIRES : 11 -30 -2003 ORGANIZATION TYPE DOMESTIC PROFIT CORPORATION TRI -M CONSTRUCTION & DEVELOPMENT CO. 2203 356TH ST SW FEDERAL WAY WA 98023 DOMESTIC PROFIT CORPORATION RENEWED BY AUTHORITY OF SECRETARY OF STATE REGISTERED TRADE NAMES: TRI -M CONSTRUCTION & DEVELOPMENT CORP. s td ■ The above entity has been issued the business registrations or licenses listed / "AMY OF LICENSING, BUSINESS & PROFESSIONS DMSION P.O. BOX 9034 OLYMPIA: WA 98507-9034 (380) 664 -140U 1 1� .. ..»,C.. .•.`�fLriur .eur^ ..�� =yY om� ;;,�;.''��' '�'�.�'k .., ..1'eriui� 0000877 AT