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Permit MI02-072 - HILLSIDE HOMES - STRUCTURAL REVIEW
HILLSIDE HOMES 46T" AVE S & 33RD AVE EXPIRED 03-11-03 M102 -072 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 7340600929 Address: Suite No MISCELLANEOUS PERMIT Permit Number: Issue Date: Permit Expires On: M102 -072 07/23/2002 01/19/2003 Tenant: Name: HILLSIDE HOMES Address: 46 AV S & S 133 PL, TUKWILA WA Owner: Name: HONG DAVID 1 & KIM H Address: 901 BOREN AVE., SUITE 707 Contact Person: Name: ROB ERB Address: 2901 S 40 ST, TACOMA, WA Contractor: Name: CUNNINGHAM DEVELOPMENT CO Address: PO BOX 2328, GIG HARBOR WA Contractor License No: CUNNIDC044)R Phone: Phone: 253 474-9449 Phone: Expiration Date: 04/23/2003 DESCRIPTION OF WORK: STRUCTURAL REVIEW FOR CONSTRUCTION OF DETENTION STRUCTURE INCLUDING REINFORCED SLABS FOR PLANTERS. Value of Construction: Type of Fire Protection: Type of Construction: $25,000.00 Fees Collected: $650,06 Uniform Building Code Edition: 1997 Occupancy per UBC: Public Works Activities: Curb Cut/Access/Sldewalk/CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Tlme: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: N Street Use: N Water Main Extension: N Private: Public: Water Meter: Channelization / Striping: ** Continued Next Page ** dac: Miscperm M102.072 Printed: 07.23.2002 1g 1 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 1001 Tukwila, WA 98188 / (206) 431 -3670 Permit Center Authorized Signature: t I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. bate: The granting of this permit regular SI not presu erfor , . of work, I am authorized to sign and obtain this mechanic$perm ,t, give authority to violate or cancel the provisions of any other state or local laws Print Name: Date: "4? 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. 1 doc: Miscperm M102.072 Printed: 07-23-2002 City of Tukwila Department of Community Development 1 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 7340600929 Address: Suite No: Tenant: HILLSIDE HOMES PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: M102-072 ISSUED 05/23/2002 07/23/2002 1: ** *BUILDING DEPARTMENT * ** 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(x)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 bo 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. 1 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 • presume to give regulating construction or the • , rf mance of w • Signat rity to violate or cancel the provision of any other work or local laws Print Name: Date: doc: Conditions M102.072 Printed: 07 -23 -2002 It it 01 CITY OF TL WILA Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 (206) 431 -3670 I( Project, Number: Permit Number: tAt1 t)'F ONI\ N.rv7 -072 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/Ten. t: i LG S' 6 2 .�f Value of Com�t�rgsction: s ;VD .G.5iD04� —. Tax Parce bar: YOIolJ -,D��t c S OgvvVia.C_ (�Y.wi -t6Q Site Address : `� c2- >� V 4 . G Ci State/Zip: pi) ti to- /- .4-GG/V Property Owner: . . s (t 0 2 & C 4 P 1'T(¢ L- �# 2- G c . Phone: 12Ln ' ) r, i' G 2 1 — City Stat; ip• / Z 4 i . 446 F.x #: Lam) 7// 1 e_ �_ 3 . tis Street Address: t 0 O c Contractor(,zr;' ,J). l' Phone: ;63) I6.-/, f.06 ? Street Addr O. ,4e 2-g 2- 0 t�.4 imaiboi- City wit `/7} p�3 FBX #: ( �S) -- % O�o6 Architect: Phone: ( Street Address: City State/Zip: Fax #: ( ) Engineer: 61.- S 1-i.G L. ..<,vanw el2- Phone: (0263 ) 'In/ — e70/9 Street Address: City State/Zip: Fax #: ( ;S-3) it 79.....e/6--3 Contact Person: Rob. �. Phone: (62g-2J I.M /..- q 4/ Y 77 / Street Address: .2 e, / , �,� _ �' ,/ • city State/Zip: cli r Fax #: (2v W I ---� L%� / MISCELLANEOUS'PERMIT REVIEW AND APPROVAL RE • UESTED: (TO RE FILLED OUT BY APPLICANT) Description of work to be done (please be specific): Co th.ue,-r -0,0 dr. /s".. /2 of k- 6 r'00k 1.101 00-s • /De ".Mw Will there bo storage of flammable/combustible hazardous material in the building? ❑ yes o Attach list of materials and store o location o erete 8 1/2 X 11 rt nor lndicatln unntlties & Material Salm Data Sheets Name: =Ground Ground Tanks Antennas/Satellite Dishes 10 Bulkhead/Docks Commercial Roroof ❑ Demolition ❑ once ❑ Manufactured Housln •Replacement only ❑ Parking Lots Retaining Walls ❑ Temporary Facilities RD Tree Cuttln__ _•■ APPLICANT RE UEST FOR MISCELLANEOUS PUBLIC WORKS PERMITS Chnnnellzation /Striping • Curb cut/Access/Sidewalk • Fire Loop/Hydrant (main to vault)N: Shots): ❑ Flood Control Zone ❑ Land Altering: 0 Cut cubic yards 0 Fill cubic yards 0 sq, fl.grading/clearing ❑ landscape Irrigation ❑ Sanitary Side Sower N: ❑ Sewer Main Extension —5 Private 0 Public ❑ Storrn Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt N Size(s): 0 Deduct 0 Water Only ❑ Water Motor /Permanent N ❑ Water Meter Temp N ❑ Miscellaneous Slzo(s); Size(s): Est, quantity: gal i Moving Oversized Load/Hauling Schedule: MONTHLY SERVICE. BILLINGS TO: Name: Phone: Address: City /Sta e/Z1p: 0 Water 0 Sewer 0 Metro 0 Standby WATER METER DEPQSIT/REFUND'BILLINC: Name: Address: Phone: City /State/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 ccepted: Date application expires: //- -.2.3 -do... Application taken by: (initials) 9/9/99 niscpnu.doc ��l c3 q3 All .AIISC1LLANEOUS 'MIT APPLICATIONS MIST LBf SUB D WITH THE TOLLOWING: > ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN • BUILDING SITE PLANS AND 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 > CIVIIJSITE PLAN DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED CIVIL ENGINEER (P.E.) ❑ '(IR\1I1 MT! I( A1ION ANI) R((1lJIRII) ( IIF( KI IST (()R 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 f [R\11T RFVIRV Submit checklist No: M -9 ❑ Antennas /Satellite Dishes Submit checklist No: M -1 Date: Bulkhead /Dock Submit checklist No: M -10 Fax M: Commercial Reroof Submit checklist No: M -6 0 Demolition Submit checklist No M -3 ci Fences - Over 6 feet in Height Submit checklist No: M -9 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 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 144, "Affidavit in Lieu of Contractor Registration ", ewlldlnj;Owner /Aulhorlred Agont If the applicant Is other than 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 • ormlt will be re. uired as • art of this submittal, I HEREBY CERTIFY THAT I HAVE READ AND EXAMIN THIS APPLICATION AND KNOW THE SAME TO 8E TRUE UNDER PENALTY OF PERJURY 81' THE Lj'S OF THE ST F WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. ,IUILDI G O .A OR A THORI • liil i:0 MMEMEIhr Address: �! -r% ' Ej o _ �'' Date: A pro e.--- Phone: (2 3 "- g.S7 Fax M: 6212 -/ 906t� QQ 32 G.' ,Cit tate/Zip: +►JAlri- . 4 :... I 1 9/91'99 nrlscpmadoc City of i.ikwi1a 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 7340600929 Address: Suite No: Applicant: HILLSIDE HOMES Receipt No.: R020000697 Initials: User ID: SKS 1165 RECEIPT Permit Number: MI02 -072 Status: PENDING Applied Date: 05/23/2002 Issue Date: Payment Amount: 254.31 Payment Date: 05/23/2002 03 :48 PM Balance: $395.75 Payee: CUNNINGHAM DEVELOPMENT TRANSACTION LIST: Amount Type Method Description Payment Check 3872 ACCOUNT ITEM LIST: Current Pmts 254.31 Description Account Code PLAN CHECK - NONRES 000 /345.830 254.31 Total: 254.31 doc: Receipt Printed: 05-23-2002 City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3870 Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: 7340600929 HILLSIDE HOMES 8020001033 SKS 1165 RECEIPT Permit Number: Status: Applied Date: Issue Date: MI02 -072 APPROVED 05/23/2002 Payment Amount: Payment Date: Balance: 395.75 07/23/2002 12:41 PM $0.00 Payee: CUNNINGHAM DEVELOPMENT TRANSACTION UST: Amount Typo Method Description Payment ACCOUNT ITEM LIST: Chock 3917 Description Current Pmts 395.75 Account Code BUILDING - NONRES STATE BUILDING SURCHARGE 000/322.100 000/386.904 391.25 4.50 Total: 395.75 :43 x /25* '1716 TOTAL 7695.7S Printed: 07.23-2002 ig :t• INSPECTION RECORD r Retain a copy with permit 111112-09 CltY OF TUKWILA BUILDING DIVISION :',6300$otithciriter Blvd., #100, Tukwila, WA 98188 (2 s 6)431.3670 reject • _, ,e ype o nspection: AI • • DM CA 0 • : pec 4 nstruct ons: 2 -0470 • TY duo *questa': .. — 1 ' ono ? -2 2 ce,12,„ Approved per applicable codes. Corrections required prior to approval, r evr•■• • . • • . — .00k P • "11111111ek• 11A• A 11.111111111111111 11111111111111111111111 1111111111111111111111111111111 111111111111111 es-p or: Date: - 1 — VAd •$i47.00 REINSPECTION E REQUIRED. Prior „Paid at b300 Southcenter • lvd„ Suite 100. Call eceipt No.: Inspection, fee must be schedule reinspection, te: • ' . • • • . . FY • INSPECTION RECORD Retain a copy with permit ,INSPECTION NO r 1TY OF. TUKWILA BUILDING DIVISION 300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO, (206)431 -3670 Project: !�� �S�d� N� � type of I spection: 'If . /. • t ,nrres S 13 PI Date calla : 12'02. Specie instructions: Pour )5 5C G�' c ., fr t : 3 0 p w, Date wante : ` r -02. n, , Rogues r: • P one S3 , 2 S 11,156 pproved per ap Noble codes. COMMENTSt Corrections required prior to approval, 4,40411 14. FLPIM 44.A-4TA 111111101111MMIrt r r �s 111111101.0. , Date: ,00 REINSPECTION - ' EQUIRED, Prior to 6300 Southcenter, lvd., Su e 100. Call to sch Rece pt No: spection, fee must be paid We reins . ection. Date: } INSPECTION N0, INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southrenter Blvd, #100, Tukwila, WA 98188 PERMIt NO (206)431-3670 Protect: 441,4) .; L /4O Pne4 Type o t�. A ess: „i i/o A V S Date ca led: � D Z Date waste,:Q' n .�..^^,.,��.,. e -ti' 1J � dii=, Special instructions: , �` +o 1 V All— Rogues r: - s P io. a: 3' provetpar applicable codes, COMMENTS: 0 Corrections required prior to approval. inspector: $47,00 REINSPECTIO in REQUIRED, Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reins'ection. Date: ig SITTS & HILL ENGINEERS, INC. Professional Engineers and Planners 2901 South 40th Street, Tacoma, WA 95409 -5597 Telephone (253) 474.9449 Fax (253) 474-0153 August 13'", 2002 CITY OF TUKWILA Building Department 6300 South Center Boulevard, Suite 100 Tukwila, Washington 98188 -2544 TO: Mr. Dave Larson SUBJECT: HILLSIDE HOMES Dear Mr, Larson: RECEIVED so 15 2002 COMMUNITY DEVELOPMENT ROBERT J. DAHMEN, P.E. BRENT K. LESLIE, P.E. aiitAROBERT N. ERB, P.L.S. NDALL C. HAYDON, P.L.S. Sitts & Hill Surveyed the detention vault at Hillside Homes and have found the horizontal location of this tank to be within approximately six Inches of design location. This certification is for horizontal location only and does not imply that any other aspects of the construction of this vault meets design requirements, This horizontal survey of this structure was completed August 12th, 2002 under my direction. Please contact Larry Helres or me if further information is required. Sincerely, Sitts & Hill Engineers, Inc. Rob Erb,,P.L,S, Project Manager p:10,500/pro dodcorr/TukwIla .13 Aug 02 cc: Brian Cunningham Civil, Structural and Surveying 08/28/02 19:35 FAX 2528519068 Cunningham Dev Ii Oi RECEIVED A42- 02..876 .AUG 27 200V �pMMUr,�TY DtVELOpMENT Cuuanin ham Develo anent, Inc. P.O. Box 2328 309 66 St. NW 0 g . arbor, WA. 9633d 1253) 881.9067 Fax (253) 881 -9068 FA* COV _SHEET Mac: 2`1 lo i_r 'Tao: pu ez,, L R d5 u kt) Frans: arliuo a unoT1/44 eo gi+k4,1 'Paps: ..__.e., ($a iu,Covt ) `LUV 401,0t 'STf e Lt 5 PfcT.FO IA) W 14c, c. 5 NS`Gs.,rDZ Mn 0- 6 s Pie61-edr 0 T.6-. 0'4 c") ri&-‘44°`-‘.4 b 08/26/02 19:35 FAX 2538519068 Cunningham Dev Earth Consultants, Inc. 2763 N.C. 15th Pace. Bellevue. WA 08005 Telephone (425) 643.3760 PAX (425) 689.3739 DAILY OBSERVATION REPORT e 0 2 2577 Job No. d�76/ �ore�z� Paa of ?SMelt, D* Dar of Wovk .7/-,26--112 •0,WA Permit No. ' /4i _; .1. _AtemrP,BMW .A1111,71,WairS7 ..z da�irld t Aes' 64 /le .1 lo• .■•._..a the but of my knowledge, the work described above complies with approved plans and specifications. 0 Other Reviewed By Date: Name: /moo,' Y 45 'OS r11,47 Slpnature: NO ea JUL -12 -2002 13:39 FROM: SITTS & HILL ENGINEERS, INC. TO:2064313665 P.001/005 Professional Engineers and Planners 2901 South 40th Street, Tacoma, WA 98409 -5697 Telephone 253 - 474 -9449 Fax 253 - 474.0153 JUL 1 t 2002 ROBERT J. DAHMEN, P.E, BRENT K. LESLIE, P.E. ROBERT N. ERB, P.L.S. RANDALL C. HAYOON, P.L.S. Fax Transmission Sheet To: City of Tukwila Building Dept. Date 742.02 Attention: Ken Nelson .� From: Larry Heires Fax Number: 206 431.3845 Number of Pa es Includln Cover 5 RE: Hillside Homo* Ken, As I Indicated in my voice message,1 am sending the water from the footing drains for the detention the wet storage (water quality surface elevation water detention. The structural Engineer has redesigned Engineer has reviewed and responded with a letter EOM has also been notified and feels this Is the answer any questions or provide you additional Sincerely, Larry Heirs ••mail you the revision that will allow us to drain vault. We are raising tho drain to the top of of 60.A) which is also the bottom of the storm the drain and the geo- technical that has been attached. Roger Cecil from boat option to resolve this problem. If 1 can Information, please lot me know. - t' • CORRECTION LTR #ia If an incomplete transmission has been received, please contact our office at (253) 4749449 Hard Copy; Will Follow Hard Copy: Will Not Follow JUL-12-2002 13:39 FROM: Sant by Earth Consultants Communication Record TO:2064313665 P.002/005 425 746 0860; 07/06/02 9:35AW;Jit $03o;Pege 2/2 Earth Consultants Inc. cexnw�ww,r rcrrto,r..r~ Geok,gwa d I:ann sclunaata 11-- • 1380 Plow Northeast, Suits 201 06114v1ar WRI001en SOON mom (421)143.37$01 Fes: 44211741.0516 7ol FtH 1.111.7311670 Atone In Meeting Proopecttvve Job Post Job El 0 Route To Job No. E. 0176 _ Rene Out Cu ant Job Administrative Q Marketing Datolfh o 7.8.02 Fle Nerne(Ownerl Wilde Hones 1. Person: • •A t Fax No,: 474.016 .. Subject Vaunt Fa�nd�rion Dtot iieMerks: Larry • As we discussed this morning, repositioning the tooting drain to the vault dead storage level is acceptable In our opinion. We understand this Is necessary to achieve gavlty discharge Into the storm drainage system. We have reviewed the deal, prepared by C.O. Engineering depicting the revised drain location with the new Invert elevation of 06.0. 9sNd on our review, the revised drain location sheuid provide adegwta drainer around the vault. In our opinion, any adverse Impacts from raising the drain will be nebjigibl. Please call whh questions. Ray Cagle*, P.E. D bM1ist : gl. geleilkACAmil ju4Len a, 2. Attachments; FAX 03•;\ OVA "1o6e FAX FAX 0 I0 1 a DETENTION POND SECTION B- S NO 1 SHE 8 - ...._f.... . 1 1 1 1 M1.15•5155•.■•11515001.5 f 1 L . .....i.Y..l . .. A AISMINYWOOM.01. . i.a...Y_. . .iMi.sa r s ..........I..—... M SSW •0...fn..tlY....fif.>•..MOMS i i0•551■1.111. I IMIMIfINIMIOY.1■1 • wY.+ Nli • 11, N N .MiNlo... . .t f. n. / /NN.NUMO.. SOM. M.,1555,.M.5..,..1 a EXISTING GRADE — rc.Y -w 1... ws..sINIIMMIIIMINNIFsr._.....r . .p. . :---.. 1 CONCRETE A .r.1•1•1111._.f. 1 aw.�� r r.... — 1 f ��■ fr.� .f�., „ . .a...._._..1 .i.._ - !IOU IF I I.. _ ftl. ... ... - _ _ _ DETENTION POND SECTION B- S NO 1 SHE 8 JUL -12 -2002 13:39 FROM: JUN -21 -2002 FRI 03 :14 PM ESN Bothell' JUN -21 -2002 FRI 01:59 PM CG ENGINEERING 1a TO: 2064313665 FAX NO, 4254150924 FAX NO 425 778 5638 FINISH GRADE fYA11CN TAUS AWE NWT P ONCE PM COONGNAIE SE AND WAIN N W/ MCC CONTRACT$, IS01O'O,C, FM D O MATERIAL 6'i PQ M. PVC PIPE Virgo IN 11' S0, s M45 Pa GRA ROCK POCMCT W/ AI C O It To 'CO N. ET INI G ALL SECTIO ' r N 0 P SCALE: NTS P.004'005 P. 03 P. 02 41111C IIIIIO 40TH AVENUEROUTH VAULT _ .ALLA. WASHINGTON Ma. 00/31/02 NMI $2II ar.us M3 or c emu a G F•. rows d '"� REl". WALL. SECTION REF. DET. 4 ON SHEET 3-2 (2)-0 OARS • 0 e le 6.0 MOM Is • i• 0,0, 88611. Ran . r: 1 .1• 1 ...r. � r,�,.r .r iY .. , . • • /11/411111:11111 TO: 2064313665 FAX NO, 4254150924 FAX NO 425 778 5638 FINISH GRADE fYA11CN TAUS AWE NWT P ONCE PM COONGNAIE SE AND WAIN N W/ MCC CONTRACT$, IS01O'O,C, FM D O MATERIAL 6'i PQ M. PVC PIPE Virgo IN 11' S0, s M45 Pa GRA ROCK POCMCT W/ AI C O It To 'CO N. ET INI G ALL SECTIO ' r N 0 P SCALE: NTS P.004'005 P. 03 P. 02 41111C IIIIIO 40TH AVENUEROUTH VAULT _ .ALLA. WASHINGTON Ma. 00/31/02 NMI $2II ar.us M3 or c emu a G 01.4104 ro, Q V 8-1 rows d '"� REl". WALL. SECTION REF. DET. 4 ON SHEET 3-2 AN wHI MyA_ is :w 44 JUL- 12-2002 13:39 FROM: JUN -21 -2002 FRI 03:14 PM ESM Bothell 1UNI21-2002 FRI 0200 PM CG ENGINEERING TO:2064313665 FAX NO 4254150924 FAX NO. 426 778 5538 � dtAOE IMAM ��. --SLEEVE MOT FOR ,f FENCE POST. OOONOINA1E o-8• Sin AND LOCAVON M/ IAN C[NCC CONTRACTOR. -�-- BAC101LL W/ /RQ DRAINING MA1FA'AL TOP CIt 11011011 1./ PERF. PVC, PIPE 3%APPEVM1VSO, 1` MINUS PEA CRAWL ROCK POCKY W/ Flt. E ! TARO, ATIC•RIO CONNECT DRAIN TO CO 01, TAINII G WALL SECTION AT N ON P AL :NTS P.005/005 P. 04 P. 03 psi iiiiiniiiris !Ii!x. TUKWIUTA CETlNTION VAULT 407$ AVE$U SOUTH �LLA, WAENIM T6N a� Nv, t N Mro►1' �/1/ 0 00111.13 tits ' w ° 14) SS-2 ,,.�, - $ T. WALL 8ECTION REF. DET. 4 ON SHEET 84 1141 YW WlU 114 N�t.t,srt) Nt►ms'� 0� rcwTZOl4 VPwLT C L < 14-X-510640727,1, S�i~o 4i p�t►H* h'1 A►x . .S PAril 61-4" Wbk. s (Ito 'c.c) (11) s 33o rsrx vet. = 30 P r.1sw r (Ito /at) (1044010* 1 t IC yr FILE COPY WK ($v r*.slnuieft) = 1.4 ( 33o Pba) -t ,,1 ( 3o ) rat) Ai ft.= If »Nageou. I tk!(4sttg p x 1,4 2 5 i1 ANt7 ww CA64,41,41114) to 514 Ps F Re tau &tcoo ttis&Ai goo-Law ir AN •1 lt." o. G. iorro.w Ages l2" 0,c, ro' 04 a 18" o, c,. Tt: m peKpludre CORRECiTIQN LTR #_.�__ MI CITY Or MORA vYEo JUL 15 2002 tSNOIED ICING Dtiff$10N t1 CITY IOj t TZKWIt_A JUN '1 i 2002 PERMIT CENTER .w J" Ali V ,J f: PAM. 4xFniCs 09/05/200 5 /02- ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA98020 Description 6t.Alt ne}Z6.1 a D4*I41 !LS By 36 Date ea-i 7Jo Checked Date Scale Project rutw=LA ►. rto Job No. 0011;,13 Sheet No. SOLID ONE-WAY SLABS SINGLE SPAN Recommended Min, Reinforcement l� >3 3,000 psi Grade 60 P > 0.001eb, Thieftne,s (in.) Worn In Spacing (in.) Top Nor Spacing (in.) Temp. Nor Spacing (In.) Arent of Stool Ito. 101111 1101, Slob Wt. (0) CLEAR SPAN 60.0" 61.6" 71.0" 71.6" 80.0" 8'•6" 90.010 90.6" I10' •0'1 10' •6'1 11'•0" 11'.6" 12'.0" 121.611 130.0" 130.611 140.0" 141.6" 150.011 15' -6" 160.0" 160.610 171.01 171.6" 180.0" 180.6" 4 41/4 3 31/4 6 N3 03 03 03 04 12 13 12 11 18 03 03 03 04 04 12 12 12 12 12 N3 03 N3 03 04 15 13 12 11 18 190.011 191.611 20'•0" .110 .102 .110 .120 1.133 SO 1 56 63 69 1 75 6% 7 7 1/4 e 04 04 N4 N4 04 17 15 14 13 13 N4 04 04 N4 N4 12 12 12 12 12 04 14 04 N4 04 17 15 14 13 13 .141 .0 1. 81 88 94 100 9 04 12 04 12 04 12 .1851.200 106 1 113 9'/, 10 05 05 18 17 N4 04 12 12 05 05 18 FACTORED USAOLE SUPERIMPOSED LOAD (psf) 254 206 168 137 112 91 74 59 272 220 179 146 119 96 77 61 46 1 48 346 282 231 189 156 128 104 85 60 53 41 436 357 294 244 203 168 140 115 95 77 61 48 543 447 371 310 259 218 183 153 120 106 ea 71 57 44 643 531 442 370 312 263 222 188 158 133 111 92 75 60 47 811 672 563 474 402 342 292 249 213 181 154 131 110 92 75 61 48 953 792 665 562 478 408 350 301 258 222 191 163 139 118 99 82 67 54 41 932 784 665 567 486 419 361 312 270 234 202 174 149 128 108 91 75 61 48 843 715 611 524 451 390 337 292 253 219 1119 162 139 118 99 82 67 53 41 98? 840 719 619 535 464 403 351 305 266 231 201 174 149 128 108 91 75 17 .207 .219 119 125 922 790 680 589 511 445 388 339 296 258 225 195 169 145 124 105 88 61 72 48 58 45 898 775 672 586 511 447 392 344 301 264 231 201 175 151 130 110 93 77 62 49 Nolo; CRSI recommendations for minimum roinforcement are based on practical considerations of rigidity against displacement under normal construction trgfik, In all cases, These minimums sa illy minimums presctlbed in ACI 10.5.2. See Fig. 7.1 lot reinforcing details. SOLID ONE -WAY SLABS-SINGLE SPAN i, = 3,000 ps Bottom Steel for + M Grade 60 P 0.0025 Ilildmet s (In.) Bottom Nor Spacing (in.) Top Sot Spacing (in.) Temp. Bar Spocinp CIn.) Amos of Sled (0q. In. /fI 1 Not. Slab WI.lpsII CLEAR SPAN 6''0" 60.6" 4 N3 12 03 12 N3 15 .110 50 254 206 4 +/ 03 12 03 12 03 13 3 31/4 EY 61/4 7 7 1/4 a e +% N3 03 N4 04 04 04 N4 15 11 10 16 15 13 12 11 15 03 04 04 04 04 04 04 04 12 12 12 12 12 12 12 12 N3 03 04 04 04 04 04 04 12 11 18 17 15 14 13 13 .110 .120 .132 .150 .160 .185 .200 .218 .248 . 56 63 69 . 75 81 u 88 94 100 106 FACTORS USAOLE SUPERIMPOSED LOAD (pef) 301 384 488 740 950 9 05 15 04 12 04 12 .248 113 91/, NS 14 04 12 NS 18 10 .266 119 NS 14 04 12 05 17 .266 125 245 314 401 71.0" 71.6" 81.011 81.6" 91.0" 91.6" 100.0" 10'•6" 11'•0" 111.6" 12'•0" 120.6" 168 137 112 91 74 59 46 130.0" 130.6" 140'0" 140.6" 151.0" 151.6" 161.0" 160.6" 170.0" 170.6" 181.0" 180.6" 19'•0" 19'.6" 20'.0" 200 259 332 429 514 164 214 277 360 433 135 177 232 304 367 110 147 194 257 312 90 122 163 218 266 73 100 136 185 227 50 82 113 156 194 45 66 94 132 165 52 77 111 140 40 62 93 119 49 76 100 62 83 49 68 55 43 665 563 480 411 354 305 263 227 196 169 145 124 105 88 74 60 48 794 674 577 496 428 371 322 279 243 211 183 158 136 117 99 84 70 57 45 947 807 993 692 854 914 597 740 792 915 973 517 644 689 798 849 450 563 602 699 744 WNW Wit! 392 493 528 615 654 343 433 464 542 577 300 382 409 479 510 262 337 361 424 452 229 297 318 376 401 200 262 281 333 356 175 231 248 296 152 203 218 262 131 179 192 232 113 156 168 205 96 136 146 180 81 118 127 158 68 102 110 138 55 87 94 120 44 73 79 103 61 66 88 49 53 74 42 61 315 280 248 219 193 170 149 129 112 95 81 67 49 54 43 Nolo: Sea Fig 7.1 for reinforcing dwells. • NZLLSrat No w1Qi Ae reNTIow VAtk I EAwt Ar PLAM r1 *. LK,As = ►yt —ou ...L111.140■1111■1111MMOlo IMINIMMOMM■•111111 Wktw+xa G 1.y (7sr,a) + en t' FJ (3.3') = 2.041 444► Mth) 4111 C ISAos} t w 0 �IL = 53.3 w..? a ; Ate.... IF Lima , ) ('n wst • 0,gyu 0.4st R. Wass 11 '141 1a11 1 + cod 1 • to .IMy s 0.9 (Q.N ev,a) (L01s.t,i ;z "— °" /`' )/ti.`1 i JC'br lift (0141'y) • \IL ' 2 Jf; Irw ■ 31,. 116 liar = 7. I 1'. ) • y' tt T>)D • ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Description 144M pEst4•4 Pt.A.ttein.. By TG Data 07-/7/6i, Checked Date Scale Project Tttkt.../=t.A DerCN TZA..I Vwu 4.7 Job No. 0011 a. 13 Sheet No. 3 s. 10 2 111 Itt 02. 441444 e• W41.1.. , 4eFeot. 10 --)Oer..f. Fon. mo«es Aki o retAINtalo Nat' it4e. 14oft.12, VA. CALtt £4 IL" e.c, ,'o6Iv 00401Li.1 AO‘e OIL WALL. ANt folirWrom of 1 tqltott #1 1i•ut.a4li 41 A4C. it" o,c, 61.414 i'ctuPtftkotv 4g 7.: •. ; 1/14° A• 140.114 n•o a c.i mil 6.c,, V/ (0) •Oir OW° /410$tp410 oaoft, r • Os• MUM • •••NOMMININOMIN.••••1••••••■•••••••1• ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Description By Date Checked Data P•m•••••••■ Project Scale Job No. Shcet No. FILE COPY 1 unders'13t',r, tit t Ihm 11171 C .:,, . :;:.I!, T ' als are 5tit'.'t •t' 1, : ;'', ;f t,1 cr w,�... ;1 ,! 's): Oral of iy . , {.dor ; fl')t t , 1 { ,1 , 14 !, I , JUL 1 5 2002 DrXIG RECEIVED CITY OF TUKwl .A MM 2 3 2002 PERMIT CENTER Cornerstone Geotechnical, Inc. )I4j'o7Z .2116,2. g1,56 +'.:.NJSZd:11%4 %.1,V 1..#f?:icxQuysa.�.k.Pn,«vi5•.: Retaining Wall Design Letter Hillside Homes Tukwila, Washington For Dream Catcher Homes, LLC 1 1 ti 'itt F• CORNERSTONE GEOTECIINICAL, INC. P.O. Box 1750 4254444977 Woodinville, WA 98072 (Fax) 4254444987 October 27, 2000 Dream Catcher Homes, LLC c/o Mr. Roger Cecil ESM Consulting Engineers LLC 11822 North Creek Parkway North, Suite 106 Bothell, Washington 98011.8203 Retaining Wall Design Letter Hillside Homes Tukwila, Washington CO Filo No. 1002 Dear Mr. Cecil: INTRODUCTION General This letter summarizes our design for planned retaining walls for the Secure Capital 112 Hillside Homes project located at 40th Avenue South and South 133'd Street in Tukwila, Washington. We have reviewed a gcotechnical engineering report, dated March 8, 2000, and prepared by Nelson.Couvretto & Associates, Inc. Our wall design is based on Sheets RW -01 and RW -02 prepared by ESM Consulting Engineers LLC. These plans show the wall locations and planned wall heights for Wall 111 through Wall I/14 with a maximum exposed wall height of 8 feet. Wall 1115 will be a concrete retaining wall, and is not included with this letter. We contacted the City of Tukwila and they informed us that rockeries may have a maximum height up to 4 feet, and another wall system is needed to retain soil for walls greater than 4 feet. In this letter, we provide designs for walls 4 to 10 feet in height using reinforcing geogrid with a modular block facing. Retaining Wall Design Letter Hillside Homes October 27, 2000 CO File No. 1002 Page 2 Wall 119, #10, #11, and #14 These walls are shown on the plans to be 2 to 4 feet in height. We understand that these walls will be constructed as rockeries. These walls should be constructed in accordance with the City of Tukwila's standards. Wall #1, 114, and #8 These walls are shown to be 7 to 9 feet in height with a maximum slope inclination behind the wall of 2 Horizontal to 1 Vertical (2H: I V). Wall 112, #3, #5, #h, #7, #12, and 013 These walls are shown to be 4 to 8 feet in height. We have designed these walls to have a maximum slope inclination of 2H: IV for up to 10 feet and we have added a surcharge of 250 pounds per square foot (psi). This surcharge is for building or roadway loads, Development Considerations The site subsurft cc conditions consist of silty sand with gravel and silts. Those soils aro considered highly to extremely moisture sensitive, and will be very difficult to work during wet conditions. Wo have provided two design alternatives for construction of the walls. Figure 1 provides the specifications for construction oldie walls. Figure 2 shows typical cross sections for the walls and includes a table with the geogrid typo, elevation, and length for walls constructed with granular soil backfiil. Granular soils consist of sand and gravel with less than 12 percent fines (soil finer than the U,S, No 200 sieve). Most of the on -site soils do not meet this criteria. Import sand and gravel should be planned in the budget and the material should bo evaluated by the geotechnical engineer for suitability. Figure 3 provides tho design details for walls constructed with the on -site silts for use as wall backfill. The silt has a lower strength and, therefore, requires significantly longer geogrid lengths. These longer geogrid lengths will also require larger excavation cuts to construct the walls where silt is planned to be used for retaining wall backfiil. Building foundations should not be placed within the reinforced soil zone with the geogrids, unless specifically evaluated by the geotechnical engineer. Building pad layout and building footprint size should consider that where the silt is used for wall backfiil, longer geogrid lengths will be needed, which will decrease the allowable building area within the lot. Cornerstone Geotechnical, Inc. Retaining Wall Design Letter Hillside Homes October 27, 2000 CO File No. 1002 Page 3 USE OF THIS LETTER We have prepared this letter for Dream Catcher Homes, LLC and their agents, for use in planning and design of' the retaining walls at the Hillside Homes project. The data and letter should be provided to prospective contractors for their bidding and estimating purposes, but our letter, conclusions, and interpretations should not be construed as a warranty of subsurface conditions. The scope of our work does not include services related to construction safety precautions and our recommendations are not intended to direct the contractors' methods, techniques, sequence or procedures, except as specifically described in our letter for consideration in design. 'There are possible variations in subsurface conditions. We recommend that project planning include contingencies in budget and schedule, should areas be found with conditions that vary from those described above. Wo recommend that we be retained to provido construction monitoring services to evaluate conditions encountered in the field with respect to anticipated conditions, to provide recommendations for design changes should the conditions differ from anticipated, and to evaluate whether earthwork activities comply with contract plans and specifications. Within the limitations of scope, schedule and budget for our services, wo have strived to take caro that our work has been completed in accordance with generally accepted practices followed in this area at the time this letter was prepared. No other conditions, expressed or implied, should bo understood. oOo • Cornerstone Geotechnical, Inc. i Retaining Wall Design Letter Hillside Homes October 21, 2000 CO File No. 1002 Page 4 It has been a pleasure to provide service to you on this project, If you have any questions or require further information, please call. Sincerely, Cornerstone Geotechnical, Inc. Rick D. Powell, PE Senior Engineer ALE:RBP: Throe Copies Submitted Throe Figures Attachment: Twelve Calculation Shorts Cornerstone Geotechnical, Inc. File: MI02 -0072 35mm Drawing #1 -3 Project: Hillside Homes Proj. No.: 1002 Design Parameters KEYSTONE RETAINING WALL DESIGN Based on NCMA - Coulomb (modified) Methodology 3.0.3.1, 26 Apr 00 Soil Parameters j, c ,psi' Reinforced Fill: 32 0 Retained Fill: 32 0 Foundation Fill: 32 0 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Overturning: Unccrtninties: Peak: 125 125 125 Date: 10/24/2000 By: Rick Powell, PE 2.00 1.50 1.50 Base Friction Rearing: 2,00 Serviceability: 1.00 used in Tension of base grid Reinforcing Parameters: Strain -Grid Gcogrids ult itFrr. !'_ Aza 1 T . a5 _Tat CI Salk_ 50200 2725 1.61 1.10 1.10 1399 1,50 933 0.90 0.95 Analysis: New Case Unit Type: Compac Leveling Pad: Crushed Slone Wail Ht: 6.0011' I3nckSlopo Geometry: 26.50 deg. slope, 30.00 A long Surcharge: LL •- 50 psi' uniform surcharge DL O1Tscta 30,0011; Lond Widths' 99.0011 Results: Wang Factors of Safety: 1.56 Calculated Iilc:uing Pressure: 1225 par Lcccntricily nt base: 0.78 11 Allow Reinforcing: (Il & Ibs. t1) Calculated Tension janist Minh( WW1 Tension Jteinf. 'Tune jai 2 4.00 5,5 215 S0200 933 ok 1 2.00 4.0 382 50200 933 ok Case: Case 1 Wall Boller: 4,40 deg, (Hinge Wt N /A) embedment: 0.50 A -- 0 psf uniform surcharge Overturnini 2.26 Reinforcing Quantities (no waste Included): 50200: 1.06 sy /ft Arcf: Serv./ Embed./ Base F./ jlearhlg 4.96 Peak Connection 588 ok 663 ok ( Efficiency's 39 % ) absie pending 8.20 2.17 Scrvicenblity Connection Pullout 516 ok 2.34 ok 553 ok 2.23 ok - 1 - Corners ono ticolechnical Inc. page of !II KFYSED ; ESE TA ;N •J1; V'Al 1. S 1F.I\1S Project: Hillside Homes Proj. No.: 1002 Design Parameters Soil Parameters A.. Reinforced Fill: 32 Retained Pill: 32 Foundation Fill: 32 Reinforce Fii1 Typc: Silts & sands Unit Fill: Crushed Stone, 1 inch minus KEYSTONE RETAINING WALL DESIGN Based on NCMA- Coulomb (modified) Methodology 3.0.3.1, 26 Apr 00 c as f 0 0 Factors of Safety Sliding: 1.50 Pullout: 1,50 Connection Reinforcing Parameters: Strata -Grid Gcogrids S0200 2�72l5 1. ir 1_EE Overturning: Uncertainties: Peak: y_ Der 125 125 125 Date: 10/27/2000 By: Rick Powell, PE 1.50 1.50 1.50 Base Friction Bearing: 2.00 Serviceability: 1.00 used in Tension of bast grid RFid , LTDS, ,S -TL Si_- ..Cd 1.10 1399 1.50 933 0.90 0.95 Analysis: New Case Unit Typc: Compac Leveling Pad: Crushed Stone Wall L11: 10.0011 DackSlopo Geometry: 26.50 dcg. slope, 30,00 11 long Surcharge: LL -- 50 psf uniform surcharge DL -- 0 psi uniform surcharge Offsets 30.00 11; Load Width 99.0011 Results: Sliding Overturning jlcnring S11.l1C Dcndin= Factors of Safety: 1.56 2.27 Calculated Dearing Pressure: 2104 psf Eccentricity at base: 1.34 11 Reinforcing: (11 & lbs/ft) Calculated Ling LMuhi lama Tension, llshEllan 5 8,00 9,0 215 SG200 4 6.00 7,5 382 S0200 3 4.00 7.0 464 S0200 2 2.67 7.0 467 S0200 1 1,33 7.0 552 SG200 Reinforcing Quantities (no waste included): S0200: 4,17 sy /lt Case: Case 1 Wall Batter: 4.40 deg. (Binge Ht N /A) embedment: 0.5011 Prcf: Serv./ Embed./ Base F./ Allow. Tension __TEL 933 ok 933 ok 933 ok 933 ok 933 ok ( Efficiency$ 48 % ) 4.56 8.20 2.17 Peak Connection 588 ok 663 ok 739 ok 776 ok 806 ok • Scrviccabiity Connection Pullout 516 ok 2.98 ok 553 ok 2.76 ok 590ok 5.9Gok 614 ok 9.95 ok 639 ok >10 ok - 1 - Cornerstone Geotechnical Inc. C :\Jobs \1002 Hillside biomes - ESM\10 keystone with silt.kwp page of „„ems„•,F'•- 70"'44. Project: Hillside Homes Proj. No.: 1002 Design Parameters KEYSTONE RETAINING WALL DESIGN Based on NCMA - Coulomb (modified) Methodology 3.0.3.1, 26 Apr 00 Soil Parameters Reinforced Fill: 32 Retained Fill: 32 Foundation F111: 32 Reinforce Fill Typc: Silts & sands Unit Fill: Crushed Stone, 1 inch minus c psf 0 0 0 Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Overturning: Uncertainties: Peak: ,per 125 125 125 Date: 10/24/2000 By: hick Powc11, PP w M 2 MIN ssi - 2.00 13caring: 2.00 1.50 1.50 Serviceability: 1.00 Bnsc Friction used in Tension of base grid Reinforcing Parnmctcrs: Strata -Grid Gcogrids Tull RFcr- _EEL RELI TI) _In! 50200 2725 1.61 1.10 1.10 1399 1.50 933 0.90 0,95 Analysis: New Case Unit Typc: Compile Leveling Pod: Crushed Stone Wall HI: 6.0011 BnckSlope Geometry: 26.50 deg, slope, 10.00 it long Surcharge: LL -- 250 psf uniform surcharge t3L -- 0 psf uniform surcharge Offscln 10,00 f; Load Wldthe 99.00 ft Results: Ilrlina Overturning Factors of Safety: 1,53 2,19 Cnlculnlcd Bearing Pressure: 1288 psf Eccentricity 01 base: 0.91 ft Reinforcing: (It & Ibs/tl) Calculated UM MALI WWI jgg Rei', Tyne, 2 4.00 5.5 215 S0200 1 2.00 4,5 400 50200 Reinforcing Quantities (no waste included): 50200: 1.11 sy /fl Case: Case 1 Wall Batter: 4.40 deg. (Hinge 111 N /A) embedment: 0.5011 Pref: Sew,/ Embed./ Base F./ Rearing lint Pending 5.06 7,83 2,17 Allow, Malt Tension Connection 'JAIL TS.L 933 ok 588 ok 933 ok 663 ok ( Bflicicnc 43 % ) ServIccnbuIty Connection 516 ok 553 ok - Cornerstone Geotecbnical Inc. Pullout Li 1.78 ok 2.91 ok page of , Project: Hillside Homes Proj. No.: 1002 Design Parameters KEYSTONE RETAINING WALL DESIGN Based on NOVA- Coulomb (modified) Methodology 3.0.3.1, 26 Apr 00 Soil Parameters „.i., ,e. psf Reinforced Fill: 32 0 Retained Fill: 32 0 Foundation Fill: 32 0 Reinforce Fi11 Typo: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Overturning: Uncertainties: Peak: Reinforcing Parameters: Strata -Grid Gcogrids . Tiil1 _Rat- L- !. S0200 2725 1.61 1,10 1,10 125 125 125 Date: 10/24/2000 By: Rick Powell, PE 2.00 1.50 1.50 Base Friction LTDS 1399 1.50 Bearing: 2.00 Serviceability: 1.00 used in Tension of base grid .111... 933 0,90 0.95 Analysis: New Case Unit Type: Compac Leveling Pad: Crushed Stone Wall Ht: 8.00 f1 DackSloi,c Geometry: 26.50 dcg. slope, 10.00 11 long Surcharge: LL -- 250 psf uniform surcharge DL -- 0 psf uniform surcharge ©ffketo 10.00 f; Load Widths 99.0011 Results: Ovcrturnln2 Factors of Safely: 1,56 2.06 Calculated Bearing Pressuro: 1803 psf Eccentricity nt base: 1.1911 Rcittlbrcing: (11 & Ibs/ft) Calculated jar MMc12ht WWI Tension Jcinf, Tvuc 4 6.00 7.0 215 S0200 3 4,00 5.3 319 S0200 2 2.67 5.3 367 S0200 1 1.33 5.5 443 S0200 Reinforcing Quantities (no wnsto included): S0200: 2.61 sy/f1 Case: Case 1 Wall Batter: 4.40 deg. (Fllngc Ht N /A) embedment: 0.5011 Prof: Scrv./ Embed./ Base F./ Allow. Tension 933 ok 933ok 933 ok 933ok (1mcicncya 40 % ) Peak Connection 588 ok 663 ok 714 ok 760 ok Slim &Ain 9.31 2.17 Service :tblity Connection 516 ok 553 ok 578 ok 602 ok Pullout 2.12 ok 2.47 ok 5.62 ok 8,27 ok -1 . Cornerstone Geotechnical&Inc. page of 1 ;I I 1 :t 1g i; KI ISICD[ 1 Project: Hillside Homes Proj. No.: 1002 Design Parameters KEYSTONE RETAINING WAL14 DESIGN Based on NCMA - Coulomb (modified) Methodology 3.0.3.1, 26 Apr 00 Soil Parameters Rcinforcal Pill: 32 Retained x111: 32 Foundation Fill: 32 Reinforce Fill Type: Silts & sands Unit Pill: Crushed Stonc,1 inch minus c. vs( 0 0 0 Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Overturning: Uncertainties: Peak: x.�vef 125 125 125 Date: 10/27/2000 13y: Rick Powell, PE 2.00 Bearing: 2.00 1,50 1.50 Serviceability: 1.00 Base Friction used in Tension abase grid Reinforcing Parameters: Strafe -Grid Ocogrids L,I,pS �.. _la! � _CAL Tuft _a _EEL _R� S0200 2725 1.61 1.10 1.10 1399 1.50 933 0.90 0.95 S0300 3005 1.61 1.10 1.10 1542 1.50 1028 0.90 0.95 Analysis: New Case Unit Typo: Compac Leveling Pad: Crushed Stone Wa11 N1: 10.0011 BackSlopo Geometry: 26,50 deg, slope, 10.00 11 long Surcharge: LL •- 250 pad uniform surcharge DL -- 0 psfunifornr surcharge Offsets 10.0011; Load Wldtlta 99.00 ft Results: ,Sliding Overturning MEWL Shcisr Bending Factors of Safety: 1.61 2.03 3.64 7.46 2.17 Case: Case I Wall Batter; 4.40 deg. (Flings Ht N /A) embedment: 0.5011 Calculated Bearing Pressure: 2283 Eccentricity al base; 1.43 fl Reinforcing: (11 & Ibs/(1) Calculated Lau &Ida Lusa Tendon 5 8.00 8,5 215 4 6.00 7.0 319 3 4.67 6,5 367 2 3,33 6,5 563 1 1.33 6.5 669 Reinforcing Quantities (no waste included): 50300; 0.72 sy /f1 SG200: 3.17 sy /!l psf Reinf. Turd 50200 S0200 S0200 50200 S0300 Prcf: Sctv./ Embed. / F3aso F./ Allow. Tension -mi 933 ok 933 ok 933 ok 933 ok 1028 ok (Emcicncysi 47 % ) Peak Connection .1s1. 588 ok 663 ok 714 ok 760 ok 721 ok Servlccublity Connection 516 ok 553 ok 578 ok 602 ok 776 ok Cornerstone Geotecbnlcal Inc. Pullout 3.34 ok 3.13 ok 4.79 ok 5.87 ok 9.26 ok C;Uobs \1002 Hillside Homes - ESM\10 d1 keystone option.kwp page of, KRA'S I srr.r,Is Project: Hillside Homes Pr roj. No.: 1002 Design Parameters Soil Parameters ,c psf Reinforced F111: 26 0 Retained rill: 32 0 Foundation x111: 32 0 Reinforce F111 Type: Silts & sands Unit rill: Crushed Stone,1 inch minus KEYSTONE RETAINING WALL DESIGN Based on NCMA- Coulomb (modified) Methodology 3.0.3.1, 26 Apr 00 Factors of Safety Sliding: 1,50 Pullout: 1.50 Connection Overturning: Uncertainties: Peak: pcf 120 125 125 Date: 10/27/2000 By: Rick Powell, PE 2.00 1.50 1.50 Base Friction Bearing: 2.00 Serviceability: 1.00 used in Tension of base grid Reinforcing Parameters: Strata -Grid Geogrids ..:11iL J _EEL .�isL LTDS , .Till . .CL. dt 50200 2725 1.61 1.10 1.10 1399 1.50 933 0.80 0.85 Analysis: New Case Unit Typo: Compac Leveling Pad: Crushed Stone Wall tat: 6.00 It DackSlopo Geometry: 26.00 deg, slope, 10.00 ft long Surcharge: LL — 250 psf uniform surcharge DL Offsets 10.00 tt; Load Widths 99.00 ft Results: St11lt11se Overt Factors of Safety: 1,57 3.90 Calculated Dearing Pressure: 1024 psf Ecccntriclty�at base: 0.67 11 Reinforcing: (n do tbs/11) Calculated suer ,{ 'Genet It Bak' cinf. Tvnq 3 4.67 7.5 235 S0200 2 2.67 7.5 405 S0200 1 1.33 7.5 442 S0200 Cnsc: Case 1 Wall halter: 4.40 deg, (Hinge 1-1t N /A) embedment: 0.50 ft Allow. Tension 933 ok 933 ok 933 ok -- 0 psf uniform surcharge )Icnring 12,76 Peak Connection 563 ok 638 ok 689 ok Reinforcing Quantities (no waste included): (Lfllciency" 48 % ) S0200: 2.50 sy /ft Prcf: Scrv./ Embed,/ Base F./ aka i011illIE 7.09 2,46 Scrviceablity Connection Pullout Ea 504 ok 2,18 ok 541 ok 4,55 ok 565 ok 6.87 ok - 1 - Cornerstone Geotec/inlcal Inc. Hillside Homes - ESM110 keystone with silt.kwp page of NE TA:Nl'JC; WA! .t S't.; rt. me; Project: Hillside Homes Proj. No.: 1002 Design Parameters KEYSTONE RETAINING WALL DESIGN Based on NCMA- Coulomb (modified) Methodology 3.0.3,1, 26 Apr 00 Soil Parameters „.k .c__osi' Reinforced Fill: 26 0 Retained Pill: 32 0 Foundation P111: 32 0 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1,50 Connection Overturning: Uncertainties: Peak: Reinforcing Parameters: Strata -(arid Ccogrids -REM RVd S 0200 2725 1.61 1,10 1,10 50300 :1005 1.61 1.10 1.10 120 125 125 Date: 10/27/2000 By: Rick Powell, PE 2.00 1.50 1.50 Base Friction Bearing: 2.00 Serviceability: 1.00 used in Tension of base grid LTDS n1. Ste. 1399 1.50 933 0.80 1542 1.50 1028 0,80 0.85 0.85 Analysis: New Case Unit `typo: Contpac Leveling Pad: Crushed Stono Wail Ht: 10.0011 13ackSlopo Geometry: 26.00 deg, slope, 10.00 11 long Surcharge: LL -- 250 psf uniform surcharge DL -- 0 Odket• 10.00 11; Load Widt11M 99,00 It Results: Mlallniz Ovcrturninu Factors of Safety: 1.56 3.10 Calculated Bearing Pressure: 1776 psf Eccentricity at base: 1.1611 Reinforcing: (11 & Ibs/f1) Calculated 7 8.67 10.0 176 50200 Case: Case 1 Wall Batter: 4.40 deg. (Hinge Ill N /A) embedment: 0.50 n Allow. Tension 6 7.33 9.0 283 S0200 5 6.00 9,0 391 50200 4 4.67 9.0 486 S0200 3 3,33 9.0 575 50200 2 2.00 9.0 654 S0300 1 0.67 9.0 544 S0300 Reinforcing Quantities (no waste included): SG300: 2,00 sy /ft S0200: 5.11 sy /ft Prcf: Serv./ Embed./ Base F,/ 933 ok psf uniform surcharge Iknrinu 7.92 Peak Connection .Trl. 563 ok 613 ok 663 ok 714 ok 760 ok 694 ok 749 ok 933 ok 933 ok 933 ok 933 ok 1028 ok 1028 ok ( Efllciency 48 % ) 6112nr MIMS 7.23 2,46 Scrviccablity Connection Pullout 504 ok 2,08 ok 529 ok 2,04 ok 353 ok 3,94 ok 578 ok 5,61 ok 602 ok 7,21 ok 751 ok 8,84 ok 800 ok >10 ok -1 - Cornerstone Geotecbnical Inc. C :Vobs\1002 Hillside Homes - ESM\10 keystone with silt.kwp page or_ ti K[ SIO E I NE T,1 " :I'h; cl IE.'.SS Project: Hillside Homes Proj. No.: 1002 Design Parameters Soil Parameters A.. Reinforced Fill: 26 Retained Fill: 32 Foundation Fill: 32 Reinforce Fi11 Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus KEYSTONE RETAINING WALL DESIGN Based on NCMA- Coutomb (modified) Methodology 3.0.3.1, 26 Apr 00 c_ psf 0 0 0 Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Overturning: Uncertainties: Peak: 120 125 125 2.00 1.50 1.50 Serviceability: 1.00 Rase Friction used in Tension of base grid Date: 10/27/2000 By: Rick Powell, PE Hearing: 2.00 Reinforcing Parameters: Straw -Grid Gcogrids r11!- -Eat _MIL MI. _UTDS .. .. _TnL _C.1_ S0200 2725 1.61 1,10 1.10 1399 1.50 933 0.80 0.85 S0300 3005 1,61 1.10 1.10 1542 1.50 1028 0.80 0,85 Analysis: New Case Unit Type: Compac Leveling Pad: Crushed Stone Wall HI: 6.00 fl DackSlopo Geometry: 26.00 deg. slope, 30.00 ft long Surcharge: LL -- 50 psf w:lform surcharge DL -- 0 psf uniform surcharge Offsets 30.00 fl; Load Widths 99,0011 Results: Polling AverturnJ,pg Factors of Safety: 1.56 4,06 Calculated Dearing Pressure: 977 psf Eccentricity at base: 0.56 f1 Reinforcing: (ft 4 Ibs/f1) Calculated J vcr 1(c,_ tht kW! Tension &Inf. Tvnc, 3 4.67 9,0 231 S0200 2 2.67 7.5 427 50200 1 1,33 6.5 479 S0300 Reinforcing Quantities (no waste included): S0300: 0,72 sy /ft S0200: 1.83 syJ1t Case: Case 1 Wall Batter: 4.40 deg, (Hinge Ht N /A) embedment: 0,50 f1 Frcf: Serv,/ Embed./ Base F./ Allow. Tension 933 ok 933 ok 1028 ok ( Weimer 42 % ) yc_ arinq Shen_r pending 11.88 6,71 2.56 Peak Connection 563 ok 638 ok 556 ok • Scr viceablity Connection 504 ok 541 ok 629 ok - Cornerstone Geotechnical Inc. Pullout 2,88 ok 3.47 ok 4.48 ok C:Vobs \1002 Hillside Homes - ESM\10 keystone with silt.kwp • page of , 1 it ;12 ICE t,l ":I'� l'l,il I.5'�.zri.hs`1 Project: Hillside Homes Proj. No.: 1002 Design Parameters KEYSTONE RETAINING WALL DESIGN Based on NCMA - Coulomb (modified) Methodology 3.0.3.1, 26 Apr 00 Soil Parameters c s Reinforced Fill: 26 0 Retained Fill: 32 0 Foundation F111: 32 0 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Overturning: Uncertainties: Peak: 120 125 125 2.00 1.50 1.50 Serviceability: 1.00 Base Friction used in Tension dims* grid Date: 10/27/2000 13y: Rick Powell, PE Bearing: 2.00 " Reinforcing Parameters: Strata -Grid Gcogrids ..L F'cr -BEd !. LTDS ..._ , Tilt Cl Cds S0200 2 725 1.61 1.10 1.10 1399 1.50 933 0.80 0.85 S0500 '1608 1.61 1.10 1.10 2365 1.50 1577 0.80 0,85 Analysis: New Case Unit Type: Comm Leveling Pad: Crushed Stone Wall Ht: 8.0011 DackSlopo Geometry: 26.00 deg. slops, 30.00 11 long Surcharge: LL - 50 psf uniform surcharge DL -- 0 psf uniform surcharge Ofr ct- 30.00 11; Load Widths* 99.0011 Results: Overturning ycnring SIiei r Omitting Factors of Safely: 1.51 3.81 10.77 6,46 2.56 Case: Case 1 Wall Dalton 4.40 deg. (Hinge lit N /A) embedment: 0,5011 Calculated Dearing Pressure: 1343 Eccentricity at base: 0.80 ft Reinforcing: (It & Ibs/11) Calculated Laxgr Hb! Laza Tension 5 6,67 11.0 170 4 5.33 10.0 291 3 4,00 8,5 431 2 2.67 8,5 545 1 1,33 8.4 650 psf Jieinr. Tune S0200 S0200 S0200 S0200 60500 Reinforcing Quantities (no wasto Included): SO500: 0,94 sy/ft S0200: 4.22 sy /ft Allow. Tension 933 k 933 ok 933 ok 933 ok 1577 ok (1fiicioncyea 43 % ) Peak Connection .Ts1 563 ok 613 ok 663 ok 714 ok 821 ok Prof: Scrv./ Embed./ Rasa F./ C:Uobs\1002 Hillside Homes - ESMU10 keystone with silt.kwp • Scrviccablity Connection 111 504 ok 529 ok 553 ok 578 ok 826 ok Cornerstone Geatechitical Inc. Pullout Ea 4A0 ok 4.36 ok 3.51 ok 5,45 ok 7.23 ok page of ■ 1 t • S'T NE ►�t f,�, lei ; �,ni t ..;rr.r,�S Project: Hillside Homes Proj. No.: 1002 Design Parameters Soil Parameters Reinforced bill: 26 Retained F111: 32 Foundation F111: 32 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1,50 Pullout: 1,50 Connection KEYSTONE RETAINING WALL DESIGN Based on NCMA - Coulomb (modified) Methodology 3.0.3.1, 26 Apr 00 C s 0 0 0 Overturning: Uncertainties: Peak: 125 125 125 Date: 10/27/2000 By: Rick Powell, PE 2.00 1.50 1.50 Base Friction Bearing: 2.00 Serviceability: 1.00 used in Tension of base grid Reinforcing Parameters: Strata -Grid Oeogrids Tult Ma. _EEL RFid LTBS �'aL _ILL .Si Sib_ S0200 2725 1.61 1.10 1.10 1399 1.50 933 0.80 0.85 Analysis: New Case Unit Type: Compnc Leveling Pad: Crushed Stone Wall lit: 8,00 ft BackSlopo Geometry: 26.00 deg. slope, 10,00 ft long Surcharge: LL -- 250 psf uniform surcharge DL -- 0 p Offsets 10,0011; Load Widths 99.00 ft Results: S1ld Ovcrlurninn Factors of Safety: 1.50 3.11 Calculated Dearing Pressuro: 1465 psf Eccentricity at base: 0.95 ft Reinforcing: (it & lbs/ft) Calculated kavor 1lelaht L11120. Iinian Rein!• fygg 5 6.67 8.5 183 SG200 Case: Case 1 Wail Batter: 4.40 deg, (Hinge lit N /A) embedment: 0.5011 4 5,33 7.5 294 S0200 3 4,00 7,5 405 S0200 2 2.67 7.5 504 S0200 1 1.33 7.5 596 S0200 Reinforcing Qunntitics (no wnsto included): S0200: 4.28 sy /ft Frei": Scrv,/ Embed,/ Base F./ C :Vobs\1002 Hillside Homes - ESM\10 kcystoncwall.kwp Allow. Tension TaL 933 ok 933 ok 933 ok 933 ok 933 ok ( Miner 48 % ) sf uniform surcharge peering 8,21 Peak Connection 563 ok 613 ok 663 ok 714 ok 760 ok Mar pending 7.04 2.38 Scrviccabllty Connection Pullout 504 ok 1,60 ok 529 ok 1,83 ok 553 ok 3,72 ok 578 ok 5,39 ok 602 ok 7.01 ok - 1 - Cornerstone Gcotechnical Inc. page of Project: Hillside Homes Proj. No.: 1002 Design Parameters KEYSTONE RETAINING WALL DESIGN Based on NCMA- Coulomb (modified) Methodology 3.0,3.1, 26 Apr 00 Soil Parameters ..§.- c psf' Reinforced Fill: 26 0 Retained Fill: 32 0 Foundation Fill: 32 0 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Overturning: Uncertainties: Peak: 120 125 125 Date: 10/27/2000 By: Rick Powell, PE 2.00 1.50 1.50 Base Friction Bearing: 2.00 Serviceability: 1.00 used in Tension of base grid Reinforcing Parameters: Strata -Grid Ocogrids JAIL .EEL .J ill. LIDS .. . 5 .. 1L SAL S0200 2725 1.61 1.10 1.10 1399 1.50 933 0.80 0.85 50500 41608 1.61 1.10 1.10 2365 1.50 1577 0.80 0.85 Analysis: New Case Unit Typo: Compac Leveling Pad: Crushed Stone Wall 111: 10,0011 DackSlopo Geometry: 26.00 dcg. slope, 30.00 11 long Surcharge: LL -- 50 of uniform surchnrge DL -- 0 psf uniform surchnrgo Offset. 30.00 11; Load Width. 99.0011 Results: Ming Ovcrturnln t Factors of Safety: 1.50 3.71 Calculated Bearing Pressure: 1703 psf Eccentricity at base: 1,0311 Rcinlbrcing: (11 & Ibs/11) Calculated Cnse: Case 1 Wall Batter: 4.40 dcg. (Hinge lit N /A) embedment: 0.5011 Lanz Si!! lama 7 8.67 12.5 6 7.33 11.5 5 6,00 10.5 4 4.67 10.5 3 3,33 10.5 2 2,00 10,5 1 0,67 10.5 Reinforcing Quantities (no 50500: 3.50 sy /11 50200; 5.00 sy /A Lam Eglaramg 170 S0200 291 S0200 431 S0200 545 S0200 650 S0500 788 S0500 627 S0500 wastc Included): Prof: Scrv./ Embed,/ Base F./ Allow. Tension 933 ok 933 ok 933 ok 933 ok 1577 ok 1577 ok 1577 ok (1:mcicncy' 43 % ) jlenring atm pending 10.20 6.00 2,56 Peale Connection 7�. 563 ok 613 ok 663 ok 714 ok 821 ok 868 ok 915 ok • Serviccablity Connection 504 ok 529 ok 553 ok 578 ok 826 ok 907 ok 923 ok • 1 - Cornerstone Geotechnical Inc. Pullout 4,03 ok 4,00 ok 3.99 ok 5.95 ok 7.73 ok 8.97 ok >10ok C :Vobs\1002 Hillside Homes - ESM\10 keystone with silt.kwp page„__„ of PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: M102 -072 PROJECT NAME: Hillside Homes SITE ADDRESS: . 13217 40 Av S Original Plan Submittal ,___Response to Correction Letter LI_ _ _.,Revision # After Permit Is Issued DATE: 06 -11 -02 Response to Incomplete Letter #_ PEPAR MENTS: Building Di ision At Oti .I 1- Publ �o s lt k • Structural r` NM A •1l •02- A Fire Prevention 60-• Plann41ing .. Di�si3.DZ Permit Coordinator 0 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Er Comments: Incomplete ❑ DUE DATE: 06.13.02 Not Applicable ❑ Permit Center Uae Only INCOMPLETE LETTER MAILED :, Departments determined Incomplete: Bing LETTER OF COMPLETENESS MAILED: Fire ❑ Ping ❑ PW ❑ Staff Initials:_ TUES/THURS ROUTING: Please Route ' Structural Review Required REVIEWER'S INITIALS: ❑ No further Review Required ❑ DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions ❑ Notation:_, REVIEWER'S INITIALS: DUE DATE: .,,J! - Q2 ., Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW 0 Staff Initials: Documents/touting slip.doc 1.Z8-O2 PERMIT COORD COPY PFRM!T COQR,n Cr)P PLAN REVIEW /ROUTING SUP ACTIVITY NUMBER: MI02.072 DATE: 5 -23.02 PROJECT NAME: HILLSIDE HOMES - RETAINING WALLS SITE ADDRESS: 461" AVENUE SOUTH & 133RD PL Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter #� Revision # After Permit Is Issued DEPARTMENTS: bouttA Bu D v Sian (E Fire oveOntian r � Public Works Structural 9D Planning Division Permit Coordinator (50 PITT.ERMINAI1QN__Q OMPIEIENESS: (Tues., Thurs.) Complete e Incomplete ❑ Comments: DUE DATE: 5.28.02 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: OF COMPLETENESS MAILED:_ Departments determined Incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Ts 'Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS; _ DATE; APPRO__VA11 OR CCTIONS: Approved ❑ Notation: DUE DATE: 6. 2.25 -02 Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW 0 Staff Initials: Pocumentshouting slip.doc 248-02 PERMIT COOK) COPY ig 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, eta Date: 2 Plan Check/Permit Number: ❑ Response to Incomplete Letter # Response to Correction Letter # ❑ Revision # after Permit is Issued Project Name: Project Address: Contact Person: Summary of' Revision: A7Z Phone Number: 2i?� -C7 441 I c. it Sheet Number(s): _. '�' el- k it "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: '(--I // € V`, I . _,.&t- ❑ Entered in Sierra on RECEIVED CITY OF TUKWILA JUL 1 2 20x2 PERMIT CENTER 08/30/00 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 REY!SION: SUBMITTAL Revision submittals must be submitted in person at the permit Center. Revisions will not be accepted through the mail, fix, etc. Date: Plan Check/Permit Number: ❑ Response to Incomplete Letter # 1:54 Response to Correction Letter # ❑ Revision # / _ after Permit is Issued Project Name :_ _ Project Address: Contact Person: Summary of Revision: Phone Number: Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in Sierra on RECEIVED CITY OF TUKW1A I il.riti PERMIT CENTER 08 /30 /00 9 19. • A . • 'RE' G STEREDMS4.PROVI .By LAW AS ='-COMST#CONII-44401ENERAWstoilAws- ,fdO01q4fOUNNIDC044Jk04/23/20034: ,7BETBCT/VVDATE. ' 04484906 • r • CUNNINGHAM INGH AM T DEVELOPMENV.00'; ' PO BOX 2328 - GIG HARBOR WA 98335 Signature — ---------- Issued by.DIVAKTNIPAT OF LABOR AND INDUSTIthiS ‘' • • • File: MI02 -0072 35mm Drawing #1 -3 1 1 1 0 Inch 1/16 S[ 11 l III 1111 iiIiiiIII III' 11111 liii► iiiii. Im liiii�iiiiliiii�iiiil���i�����1 1 1.. i l l � I I i i 1 1 1 I • i 3 yv��.1J _ r 6 SPECIFICATIONS FOR REINFORCED SOIL RETAINING WALL WITH A KEYSTONE BLOCK FACING General: 1. The contractor shall have an approved set of plans and specifications on site at all times during the construction of the wall. The wall layout is the responsibility of the contractor. 2. A professional engineer or representative should observe and monitor the construction of the wall. 3. StrataGrid 200, 300, or 500, or equivalent shall be used for this project. All geogrid and facing materials shall be approved by the geotechnical engineer prior to installation. 4.Keystone Compac Blocks shall be used in all of the walls. 5. The grid lengths are measured from the face of the block. The contractor may use longer geogrid leiigths than the design sections for ease of construction. The geogrid lengths may not be ailorier unless approved by the geotechnical engineer. 6. Sheets RW -01 and RW -02 titled "Hillside Homes" prepared by ESM show the wall locations and elevations. 7. Figure 2 presents a wall design using Import sand and gravel. Figure 3 presents a wall design using the on -site silts for wall backfill. Subgrade Preparation: 1. The ground should be prepared by removing surficial unsuitable soil, down to dense, inorganic, native soils as approved by the geotechnical engineer. 2. A generally level bench with a minimum width equal to the design length of the geogrid is required for placement of the reinforced fill. 3. The excavation shall be cleaned of all excess material and protected, as necessary, from construction traffic to maintain the integrity of the subgrade. 4. A leveling pad consisting of compacted crushed rock or concrete, shall be used under the Keystone Blocks. 5. The base of the excavation should be deep enough to satisfy the 5 -foot setback from slope face as shown on the section. Minimum embedment is 18 inches. Geogrid Placement: 1. The reinforcement shall be rolled out, cut to length, and laid at the proper elevation, location, and orientation. Orientation of the reinforcement is of extreme importance since geogrids vary in strength with roll direction. The contractor shall be responsible for the correct orientation. 2. Geogrid shall be placed at the location and elevations shown on the plans. The geogrid length is measured from the front face of the Keystone Block. 3. Geogrid shall be fastened between the facing blocks. Prior to placing the fill, the geogrid shall be pulled to remove the slack and stretched by hand until taut and free of wrinkles. 4. Geogrid and facing material shall be placed in accordance with the manufacturer's recommendations. Fill Placement: 1. Structural fill, consisting of granular import soils or on -site material with no greater than % inch in size, would then be placed upon the subgrade and geogrid. If larger rock is used in the fill, additional layers of geogrid may need to be used in the reinforcement. The contractor shall prevent damage to the geogrid by placing the first lift of structural fill with at least a 1 -foot thickness. The geotechnical engineer shall approve the material planned in the reinforced zone, before placement. 2. For the design presented in Figure 2, the structural fill should have parameters equal to or better than those stated for the reinforced wall fill with less then 12% passing the number 200 sieve. Most of the on -site soils are silt and do not meet this criteria. The geotechnical engineer may allow a higher silt content based on review of the wall design and proposed fill parameters. 3 The wall design presented in Figure 3 has been designed using the on -site silts as structural fill within the reinforced wall fill. 4. Soil density tests should be performed as designated by the geotechnical engineer. 5. Fill soils in the wall area shall be compacted to at least 95% of the Maximum Dry Density (MDD) as determined by ASTM D 698 or 90% of the ASTM D 1557 Maximum Dry Density. 6. The soil shall be placed in relatively uniform horizontal lifts not exceeding 10 or 12 inches in thickness. The lift thickness shall not exceed the manufacturer's recommended depth for the compactive device used on the project. Drainage: 1. Drainage of reinforced wall is critical to the design. A specific drainage system is shown on the plans. Altemative drains can be used based on conditions found in the field and the material used within the reinforced zone. Changes to the drainage systern should be approved by tiie engineer prior to placement. 2. A drainage system shall be installed as shown in the typical cross - section detail. The subdrain shall consist of a pea gravel or 1- to 2 -inch washed -rock blanket and a 4 -inch perforated pipe, placed behind the reinforced fill zone. The rock or pea gravel blanket should have a minimum width of 12 inches and a minimum height equal to two- thirds the wall height. The rock should be wrapped by filter fabric (Miraf 140N or equivalent). Filter fabric is not required around the pew gravel. The perforated pipe should be tightlined out of the reinforced fill zone at the low point of the war, where appropriate. 3. A drainage blanket with a minimum width of 12 inches should be installed cirectly behind the Keystone blocks and shall consist of 5/8 -inch crushed rock or angular free - draining material. All of the drainage material shall have a fines content no greater than 5% passing the number200 sieve. 4. Surface water shall not be allowed to pond in or near the reinforced fill zone during or after construction. Internal Stability: Minimum Factor of Safety on Geogrid Strength = 1.5 Minimum Factor of Safety on Geogrid Pullout = 1.5 Soil Geogrid Interaction Coefficient = 1.0 Percent Coverage of Geogrid = 100% Twelve calculation sheets are attached External Stability: Minimum Factor of Safety against Base Sliding = 1.5 Minimum Factor of Safety against Overturning = 2.0 Minimum Factor of Safety against Bearing Capacity = 2.0 Inspection: The construction shall be periodically inspected under the direction of an engineer registered in the state of Washington with experience in the design of reinforced earth retaining walls. Cornerstone Geotechnical, Inc. Phone:425 -344 -1977 Fax:425.344 -1987 P.O. Box 1750 • Woodinville, WA • 98072 Hillside Homes FILE NO. 1002 I 0 Inch St VI t c t 1 11111111H II 111111111 • 'I'I1,;' iiil.hhuhhIi 3 ' d ti L iy L l 0 1111111111111111111111111111 .11111111111i1111111111111111J 1111111111111111i111111l1 I FIGURE 1of3 Iry Wall Design for Granular Sail Backfill (Sand and Gravel with less than 12%SiIt) TYPICAL KEYSTONE BLOCK WALL CROSSSECTION WALL #2, #3, #5, #6, #7, #12, AND #13 (NOT TO SCALE) KEYSTONE COMPAC BLOCK 12• Mn. 5/8 -INCH CRUSHED ROCK 250 psf Surcharge 3. STRATA GEOGRID OR EQUIVALENT 01(' (see table for details) L4 L3 1 (max 16 GRANULAR SOIL BACKFILL z = 32 C = S' = 125 pcf WRAP DRAIN IN MIRAFI 140N FABRIC OR EQUIVALENT J co`w N = .41-- 'STRUCTURAL FILL (see notes) L1 4" PERFORATED PIPE 5' min COMPACTED CRUSHED ROCK LEVELING PAD 24" (min) 6" (min) NATIVE UNDISTURBED SOIL OR STRUCTURAL FILL 1-4--- GEOGRID LENGTH (VARIES - SEE CHART) --*I 4" PERFORATED PIPE SURROUNDED IN WASHED ROCK GEOGRID SPECIFICATIONS FOR WALL #2, #3, #5, #6, #7, #12, AND #13 Total Wall Height in feet Number of layers Geogrid Type Geogrid elevations above levelin g g pad (Geogrid Length) elevations and lengths in feet L1 L2 L3 L4 L5 4 to 6 2 StrataGrid 200 2 .0 (4.5) 4.0 (5.5) 6 to 8 4 StrataGrid 200 1.33 (5.5) 2.67 (5.5) 4.0 (5.5) 6.0 (7.0) 8to10 5 StrataGrid 300 1.33 (6.5) 2.67 (7.0) 4.0 (7.0) 6.0 (7.5) 8.0 (9.0) StrataGrid 200 3.33 (6.5) 4.67 (6.5) 6.0 (7.0) 8.0 (8.5) • 'I I • 1 0 Inch 1/16 1'I" ' I, " !1 ., 3 TYPICAL KEYSTONE BLOCK WALL CROSS SECTION WALL #1, #4, AND #8 (NOT TO SCALE) KEYSTONE COMPAC BLOCK TOTAL HEIGHT (H) •1 5/8 -INCH CRUSHED ROCK 1 (max 1 16 STRATA GEOGRID OR EQUIVALENT (see table for details) ` L3 GRANULAR SOIL BACKFILL z = 32 C =Z L4 X= 125pcf WRAP DRAIN IN MIRAFI 140N FABRIC OR EQUIVALENT J J w N 2 - -STRUCTURAL FILL -/PI' (see notes) L1 4" PERFORATED PIPE COMPACTED CRUSHED ROCK LEVELING PAD 14 ►I 24" (min) 6" (min) NATIVE UNDISTURBED SOIL OR STRUCTURAL FILL (�-- GEOGRID LENGTH (VARIES -,SEE CHART)►I 4" PERFORATED PIPE SURROUNDED IN WASHED ROCK GEOGRID SPECIFICATIONS FOR 'NALL #-I, # , AND #3 Total Wall Height in feet Number of layers Geogrid Type Geogrid elevations above leveling pad (Geogrid Length) elevations and lengths in feet L1 L2 L3' L4 L5 4 to 6 2 StrataGrid 200 2.0 (4.0) 4.0 (5.5) 6 to 8 3 StrataGrid 200 2.0 (5.5) 4.0 (5.5) 6.0 (7.0) 8 to 10 5 StrataGrid 200 1.33 (7.0) 2.67 (7.0) 4.0 (7.0) 6.0 (7.5) 8.0 (9.0) Cornerstone Phone:425 -844 -1977 Geotechnical, Inc. Fax:425 -844 -1987 P.O. Box 1750 • Woodinville, WA • 98072 4 6 Sl Vl f i t i i; i)I. t L is C, L i.. 0 IIIII�IIIIIIIII�IIIIIIIII�IIIIIIIII�IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII. 1IIIIIIIII1IIIIIIIII1IIIIIIIIIIIIIIIIIIIIIIIIIIII�IIIII Hillside Homes FILE NO. 1002 FIGURE 2of3 Wall Design for On -Site Silt Backfill TYPICAL KEYSTONE BLOCK WALL CROS SSECTION WALL #2, #3, #5, #6, #7, #12, AND #13 KEYSTONE COMPAC BLOCK 12' 1,41 5/8 -INCH CRUSHED ROCK (NOT TO SCALE) 250 psf Surcharge 41 SILT(ON -SITE) BACKFILL .� = 26 C =Z e= 120pcf STRATA GEOGRID OR EQUIVALENT / (see table for details) L4 L3 1 (max 16 NATIVE SOIL 0 = 32 C =s' e= 125pcf WRAP DRAIN IN MIRAFI 140N FABRIC OR EQUIVALENT J O MW N = COMPACTED CRUSHED ROCK LEVELING PAD ii --0•i 24" (min) 6" (min) NATIVE UNDISTURBED SOIL OR STRUCTURAL FILL l�- GEOGRID LENGTH (VARIES - SEE CHART) ---111.1 4" PERFORATED PIPE SURROUNDED IN WASHED ROCK GEOGRID SPECIFICATIONS FOR WALL #2, #3, #5, #6, #7, #12, AND #13 GEOGRID SPECIFICATIONS FOR WALL #1, #4, AND #8 Total Wall H ight in feet Number of layers Geogrid Type Geogrid elevations above leveling pad (Geogrid Length) elevations and lengths in feet L1 L2 L3. L4 L5 L6 L7 L7 4t.o6 3 StrataGrid 200 2.67 (7.5) 2.67 (7.5) 4.67 (9.0) 6to8 5 StrataGrid 200 StrataGrid 300 1.33 (6.5) 4.0 (7.5) 5.33 (7.5) 6.67 (8.5) StrataGrid 300 1.33 (7.5) 6to8 5 StrataGrid 200 2.67 (8.5) 4.0 (8.5) 5.33 (10.0) 6.67 (11.0) 3.33 (9.0) 4.67 (9.0) StrataGrid 500 1.33 (8.5) 8.67 (10.0) StrataGrid 300 0.67 (9.0) 2.0 (9.0) • : 8 to 10 7 StrataGrid 200 4.67 (10.5) 6.0 (10.5) 7.33 (11.5) 8.67 (12.5) StrataGrid 500 0.67 (10.5) 2.0 (10.5) 3.33 (10.5) Total. Wall Heght in feet Number of layers Geogrid Type Geogrid elevations above leveling pad (Geogrid Length) elevations and lengths in feet L1 L2 L3 L4 L5 L6 L7 4 to 6 3 StrataGrid 200 1.33 (7.5) 2.67 (7.5) 4.67 (7.5) 6to8 5 StrataGrid 200 2.67 (7.5) 4.0 (7.5) 5.33 (7.5) 6.67 (8.5) StrataGrid 300 1.33 (7.5) 8 to 10 7 StrataGrid 200 3.33 (9.0) 4.67 (9.0) 6.0 (9.0) 7.33 (9.0) 8.67 (10.0) StrataGrid 300 0.67 (9.0) 2.0 (9.0) • : KEYSTONE COMPAC BLOCK Wall Design for On -Site Silt Backfill TYPICAL KEYSTONE BLOCK WALL CROSS SECTION WALL #1, #4, AND #8 16 17 2'.a (NOT TO SCALE) 518 -INCH CRUSHED ROCK NATIVE SOILS kl =26 SILT (ON -SITE) C = Z BACKFILL = 120 pcf ,P1 =26 C =2' = 120 pcf STRATA GEOGRID OR EQUIVALENT (see table for details) .� °STRUCTURAL FILL -'A' (see notes) 2 1 (max) 5' (min 4" PERFORATED PIPE 6" (min) NATIVE UNDISTURBED SOIL OR STRUCTURAL FILL COMPACTED CRUSHED ROCK LEVELING PAD 10- GEOGRID LENGTH (VARIES - SEE CHART) Cornerstone Phone:425 -844 -1977 Geotechnical, Inc. Fax P.O. Box 1750 • Woodinville, WA • 98072 II 0 Inch 1/16 i, 1 'I'1 • .( t gI Vl CI , Illillllllllllllllll lllllllillllllllllll1 illlllllllll1 11 :et 6 L t. L __ 0 IIII1IIIIIIIII1IIIIIIIII1IIIIIIIII ,1IIIIIIIII1IIIIIIillllll1 11111111 llllll111 1 ll11111l FILE NO. L4 L3 ►� WRAP DRAIN IN MIRAFI 140N FABRIC OR EOUIVALENT JJ N = 4" PERFORATED PIPE SURROUNDED IN WASHED ROCK Hillside Homes 1002 FIGURE 3 of 3