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Permit File 1921 Tweed Place
fV CITY OF ANACORTES "AS-BUILT" kscwer XStomi CONTRACTOR: AGG1-4.we5r PACIFIC_, L.L. C. PLAT/DIVISION: 5/s� 41,e P:Nv 5 to Pi S S gykK LOT ADDRESS: I ii I rtYeeD PL . DATE: 173/06 c p PERMIT;1 ��n' c�� C�'- l � y SCALE N 7 :,utsYh:4 7 '-th w7,# 'i w „M e ., a.,`.t s p a+ t e _.-- S T R E E T 1 I I I I 11111 1 -i L I V y I SI H I V CM i r_rl.I IIi \ 1 MUM lailLall I II MI El NIt_ IN MI I MI 111° ; r Bo II I i I Ut I I[-9- 0 zae Z. nil TE,' I I MIL _ Mara -� TV I V Ill II LOCATE STREET(S)ON GRID MAP ( l INDICATE DEPTH AND DISTANCES OF CLEANOUTS Al rift tes 006920 E, `0 Engineering and Development Services Q ,f fr PO Box 547,Anacortes,WA 98221 Telephone 360.293.1920 " �<��s Fax 360.293.1938 E-mail engineering cityofanacortes.orq RIGHT-OF-WAY PERMIT APPLICATION Submit this application with payment at least five days before the work starts. Please complete both sides of this form. (City completes shaded sections.) LOCATION:ITEf a t!1`F:; IcI t W E.O ;- MFF R; : :: `" ��" OWNER INFORMATION CONTRACTOR INFORMATION Name Lonin,tc.`I-Li 4 r e. �ra Name Atz..0 r Piteki c. LA_c- Address G4, 7 /30t Address City "� City PiT: v r-t State w/t Zip o// State d Zip 4 co,7 ' Telephone (116-) ,. ,c.../6—®�— Telephone (56.p) giA,/,. 9/0 8 License Number A'GC,v p4101 l:G.'✓R PROJECT INFORMATION Work Includes (check all that apply) urb Cut ❑ Water ❑ Sewer ❑ Storm ❑ Gas ' ❑ Sidewalk ❑ Street Cut ❑ Phone ❑ Power ❑ Cable ❑ Culvert Describe Work: cv-r c_tyi241, ID oa-cS,T L�. o. � Simc.L.€.. .7 1et,i® c.C:.. 7/U, vE / -'.�'�.�.�.'•_:�n.'+.^..�:.��+'.�::�.�.-...1.,�c'.�:;:.,<:��x L�.:.-..'<.:.y<�_...>,�t.x'..�z,:.t�.`:3>t-°•a,.,��.i,i.lc';sh_Y.„;,<��,::�_�.".,"'.,�1•.,.<t�c.>+.,tryA_#M...:..'P.�.s.:Z.y.:_,�:yw`.:;i� ^•':T��"3�.`,;E:��, ��•.. E_.a-i3..,,i�"_W�..�-<.�:•, "tox;'.,r i.m1.�.'>w".>`..t���'�-aw�h"�;r�.�a1,C�"m�.'x.�.•s�'�n�-<-..,:�^,2>...+".,r..tb3,n�a'. � �<a: Lx.y_Z<v:..�>�,s �' '.'..a..ts.�t.� c�., t•..:=',':,a<a.0.�y'�. �..v t� ,2. t:; .�vral- O, `�' a #: t:m�, n • ,:,:&.tN • r. � L -�-�r " d" !'pwd. �S�.:; A�# �� : >i.;:. as ;s,, ,> � .v t �?�;�4 i5�4 tiro 0 0f.. _3i ts G.1N „fic,yE-.i <A ' aM ; ro't, . „ la . , " Sc x •7!4`i':�z::3 : vtr4asc:,rk - .. Work within the City Right-of-Way is permitted by approval of the City Engineer. All work in the right-of- way must be bonded. The applicant and owner must use warning signs, traffic control, and barricades as necessary to ensure public safety in the work area. The applicant and owner must restore the right-of- way to previous condition. The applicant and owner are liable for damage to public and private property. ; q,tgt„.ia :, , I VM•t t ram, 1 VV ac'e V ffriT4, n 0:4701:44,0 `� Applicant Signature Date SITE DRAWING 1 . Show north arrow 2. Label streets 3. Draw plan 0 H-LA7.10 0„4.1 ; 411 vs City of Anacortes 2 Second Floor 0808104-2 03/22/2006 6R2 1102 Wed Mar22,2006 0944AM Trans#1-1 • Name: ACCO WEST PACIFIC LLC Addr; 1921 TWEED FL ANACORTES,WA 98221 1 $50.00 6000 - Permit Fees * Customer #: 006920 * Permit #: ROW-2006-0054 . • I ITEM(S): TOTAL: $50.00 u$,40:-.”- ',.;t7z,,,,,::04K4WAOWIMPLIkii4i0t04NIVAIN7411Ae -31•Zi4VIRitp.*AffM4atigflAigl , AP Check PAID $50.00 1-NO.‘#•Vz-o=v-otiocwi0bIttkiiiv".*, , 140W5,' 4 :4iii004404illgA40110W014t4:777441V*IVIWT: : , ';,,,i- ,-Z147110agiiitttR6g9.44k414-144A,Ftx,47ZPA4-1-1,uo ).riiirt, Working together to serve you better, -viaxitvw.:4,11)4 , ,„ • lFinal Inspection ChecklistII Site Address: / 92 / Tu/ecoe �lq c e Permit No.: O G/- — 9' 7 d' Date Issued: 6- /2 01 o 5 Zoning: Occ. Group: Constr. Type: Owners Name: / on�y ,II e ,i cm/ Owners Mailing Address:/ State: Zip: XI �----- Variances: No Yes Safety Glass: No Yes Sewer Fee Paid: No Yes Hand Rails: No Yes /1 Sewer Inspected: No Yes Guard Rails: No Yes Iv WSEC Compliance: No Yes Traps: No Yes // ,4s Attic Access: No Yes (7 Stove: No Yes t Smoke Detectors: No Yes // Water Pressure: No Yes y/ / I T&P Drains: No Yes IV House Numbers: No Yes j_ Insulation Cert.: No Yes IV Site Drainage: No Yes C/ i Curb Cut: />�t No Yes Crawlspace Instil: No Yes / Bedroom Windows: No Yes v Water Heater Strp: No Yes is Vapor Barrier: No Yes // D.W. Air Gap: No Yes o/ / Water Meter Box: No Yes . V Auto Garage Door: No Yes I Exterior Decks/Landings: No Yes 17 - Outside Caulking: No Yes 11 Garage/House Door: No Yes i/ Inspected By: i% / / Crawl Space Access: No Yes_ 0 1\ Date: 7/ 3 1/4) Exh. Duct/Dryer Vent Dampers: No Yes t./"--- -i INSULATION CERTIFICATE A & E Insulation, Inc. 15205 39th Ave NE Marysville,WA 98271 (360)651-1058 AofAA09.sL Paci-ri Contractor-Builder f Homeowner's Name 1 12L 1 ' ocerih Place, ADDRESS Ai acov to s A k?Zz1 CITY STATE ZIP RECORD OF INSTALLATION kBLOWING WOOL BATTS AND ROLLS AREA NEW CONSTRUCTION IF RETROFIT: R-VALUE THICKNESS INSULATED ❑ RETROFIT CEILINGS IN NCO - SQ FT IN SQ FT NUMBER OF BAGS USED "t 5 DEPTH INSULATION IN IN n 2 t t z l IN ` API SQ FT (� WALLS I� AREA INSULATED J'1 ) ESTIMATED R-VALUE OF SQ FT PREVIOUS INSULATION _ IN �--�C SQ FT THICKNESS OF INSULATION I/2- TYPE(S)OF PREVIOUS FLOOR Y�.�J 1C .IN y /T�.J SQ FT INCHES INSULATION IN ATTIC IN SQ FT R-VALUE OF INSULATION A3?) INSULATION CONTRACTOR SIGNATURE Ski/hi tGttik.CJ.0 � DATE Zt ILI 106 HOME BUILDERS SIGNATURE DATE 3 -St'-ora COMPANY/42L 9 [ 45 illea PHONE( Q)-"f%L`f'9107 ADDRESS)'Q2/ 5. 24.4D devn r VecNON Ma Ya13 A& E Insulation, Inc. does guarantee that all work performed is free from defective material and is constructed in accordance with sound construction standard, in a workmanlike manner in compliance with all laws currently applicable to the work. In addition, we guarantee to repair or replace any or all of the work and/or material which may prove to be defective in workmanship and/or material: except for ordinary wear and tear and unusua)abuse or neglect for a period of one (1)year from Date of Substantial Completion. GS'S Y 0 O . City of Anacu /rtes Permit#: BLD-2004-9784 904 6th Street Issue date: 06/20/2005 P.O.Box 547 Expire date: 06/20/2006 9\\44cor)01 Anacortes, WA 98221-0547 9 SwF (360) 293-1901 Job Address: 1921 TWEED PL Permit Type: Single Family Residence Permit ANACORTES WA 98221-3132 Project: APN: P59368 Remarks: New single family residence Owner: LONNY DAVID Contractor: Address: 14315 168TH AVE NE Address: KENT WA 98032 Phone: (425)485-1505 Phone: License#: General Information: Fees: Basement Square Footage 987 Plan Review Deposit 100.00 Lot Area 13800 Building Permit Fee 743.00 1st Floor Square Footage 1812 Plan Review Fee 382.95 Garage Square Footage 720 Mechanical Permit Fees 132.55 Deck Square Footage 840 Plumbing Permit Fee 132.00 Building Valuation 223215 State Building Code Fee 4.50 # Forced Air Furnace<=1,000 1 Sewer Inspection Fee 50.00 #of Bathtubs 1 Storm Drain GFC-Residential 1,126.00 #of Clothes Dryers 1 Sewer GFC-Residential 4,682.00 #of Clothes Washers 1 Park Impact Fee 615.00 #of Dishwashers 1 Traffic Impact Fee 900.00 #of Gas Fireplace 2 Total Calculated: 8,868.00 #of Gas Piping 1 Deposits/Receipts: 100.00 #of Gas Water Heaters 1 #of Water Piping 1 Total Due: 8,768.00 #of Hose Bibbs 2 #of Kitchen Sinks 1 #of Lavatories 4 #of Range Hoods 1 #of Showers 2 #of Ventilation Fans 5 #of Water Closets 3 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STP4TE c"R LOCAL LA REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. • rTh c----Na------"\ A I URE OF OWN OR AU�UTT�Jpt-tct.Lx...i4 , �IZED AGEF1T ISSUED BY ':QiJ �_°89L $ 606200 're aA 41ulaa.; TQI? t00 ?07-190 p800 1-'MT LISO ,:.. C f Anacorte -,," ' ` - 3`B 'Id"" Per itA �`cato ' ?"; Site Address: /Q 2 / %Wec._ Parcel No.: P 5�31c Lot: Block: Div: Addition: . " . "V('N) .x" . .'Q. : , .R": LENISER' ",'aW; .:. ' :... ' .CON'CRACTOR'::: -:,.. ':" Name Name Name G°Am. / D.c4.--ids Mailing Address Mailing Address Mailing Address City: State: Zip: City: State: Zip: City: State: Zip: 1ii= eo4., ////c//te 4 lion— Contractor Lic.No.: Phone No.:92.r$ft/.c� .,8 0_ C. Phone No.: Phone No.: Exp Date: Contact Person: !�1//.` '/2. lwg,/e A_ Phone No.: 7(0 Z rr7--a/70 OCCiiPAN-I" E (Check One) Single Family: (/Multi-Family: Apartment:_ Condominimum: Senior Housing: Retail: Office: Restaurant: Manufacturing: Storage: Bank: Assembly: Accessory: Automotive Repair: Other(Specify) DESCRIPTION OF WORK: /✓l�trt! /i Qcz-,.U_ a�) �' �i E i JUN 3 0 aatId @ ; :..;- -...: : . . i.. .. . _ :. .. . '�tr.. it G1N,NERAIj:i11?FOItMAiTTON ,."....., .,, .:: -�°`` ��,'1-Y, S .�; a Street Setback: 9—ek ft. 2nd Floor: � sf. (Circle Yor N) 1st Side Setback: 2,6 ft. 3rd Floor: sf Shoreline/Wetlands Y N 2"d Side Setback: /a ft. Basement: sf. Water on/Adj.To Property Y N Rear Setback: C ft. Occ. Group: , (e76 Soils Report Y N Use Zone: & Carport Area: sf Sensitive Area Y N Type of Construction: fit/ Garage Area: ]j 0 sf Latecomers Agreement Y N Lot Area: /,7800 sf. No.of Stories: it 4-11_18,O Fire Hydrant(250 Feet) Y N No.of Dwellings: / Building Height: Variance Y N Lot Coverage: z r %® Deck Area: eta s£ Covenant Y N ls`Floorr sf./8/2=11,2,lyv 4-'r[/a Flood Zone X A AE VE �-5 r Project Valuation(Labor and Material Cost): ova 3, oZ 1 aJ THIS APPLICATION IS RECEIVED BY THE BUILDING OFFICIAL UNDER THE PROVISIONS OF THE UNIFORM BUILDING CODE,AND SHALL EXPIRE BY LIMITATION AND BECOME NULL AND VOID IF PERMIT IS NOT OBTAINED WITHIN 180 DAYS OF THIS APPLICATION. BY AFFIXING MY SIGNATURE I HEREBY CERTIFY THAT I AM THE LEGAL OWNER OF THE PROPERTY FOR WHICH THIS APPLICATION IS ISSUED OR AN AUTHORIZED AGENT OF THE OWNER. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT,INCLUDING CALLS FOR INSPECTIONS. SIGNATURE: ��' — DATE: 6/,70/O`f :"F:;fr S..S`n fS': �prdn .<n... f:n,..<. E s rarr... n .:... ... .n.'.' :9.`£:`9."` r.rnFsi na.. .. ♦ '�J'�j�{�,( Ems. :n.,i .r::v .n.>ps .`:.:vr r <jen.n. oS:r' .x.v.. .<,:.....no:...c.<:.:. . ..s ::r r, In...:.....n�.:....::...n. . :... n....rv..n<n..n.:.:.n:::... n.r..:.<.....; ;:gf.: �r.'li4i aal'.;nn.*.o<v�t�ni`si'f7S:.r...,♦.: i'S.Si:. s... ....;..........v:;:l:...::..s..o:::o �smm<.+.rn:nurn....>nx_rdSAS^.9/yio)F::'l':;<.<.il:vnn/♦•.:..n♦...:n:<o.:i.n..yrv:59S'iS:lS.n<L.Nii:`Srrsns L'np:....• ..:<.rn:.::.v.vY'%l�h./`/,.:9p:yr s .Y[vY:�.ff.nv..nv<nv:.d.xrs:$♦nv.}..r...as.r...:<;r. .r:.g-3E<iti :: . d: < . � : as .:.<.. �: E � - � , �-tecraNNSSO SITE ADDRESS: )9 2 I T toeQd Picrc,P ASSESSOR'S NO .: LOT: BLOCK: ADDITION: .:yS...L.n.:<....p..:.S .n<.:r„......v...♦d. n¢...v..n _s...r:n<.....R: qq��.����'!1111��A1(�yy'��yy� r r.:. .n ....... :....: ........ . .s:..:.:......:...:.....rn.:. .rn:ui...♦nv S.:.n:..:...ni.S.�i..q :... .. .. ......:...:::./n„ri.. .n,_<.... :r ::.n... r ;.:»...nr .o.n: •• f''�... n ... .... ..., ram .. el Name: Name: Mailing Address: Mailing Address: City: State: Zip: City: State: Zip: Phone No.: Phone No.: Contractors License No.: IWMV... SaNre.:.<.n:n.:,:: ,;;;r:;.-« <:«:>;;:::,�:n'<.f.....«..,.:.r;.:.n:<:<,,,<:/F..;,:: .::::.:.... .... NO: Type of Fixture NO: Type of Equipment 3 Water Closet 1.5 GPF Air Cond. Unit HP Bathtub Refrigeration Unit HP Shower 2.5 GPM Boiler BTU/HP Dishwasher 2.5 GPM ( Forced Air System BTU "( Lavatory 2.5 GPM Floor Furnace / Kitchen Sink 2.5 GPM Wall Heater / Clothes Washer j' Clothes Dryer Urinal 1.0 GPM 5 Ventilation Fan Drinking Fountain Range Hood Floor Sink or Drain Air Handling Unit cFM Slop Sink Pre-Manf. Stove or Fireplace v Water Piping oc Gas Fireplace rwi Or Hose Bibs I Gas Water Heater ? '"J' t ok Back Flow Prevention Device r/ Gas Piping `)\ 0 a' Other(Describe) Other(Describe) .w;a,,�> ' �� - GAS: LEC OTHER: THIS APPLICATION IS RECEIVED BY THE BUILDING DEPARTMENT UNDER THE PROVISIONS OF THE UNIFORM PLUMBING AND MECHANICAL CODES AND SHALL EXPIRE BY LIMITATION AND BECOME NULL AND VOID IF PERMIT IS NOT OBTAINED WITHIN 180 DAYS OF THIS APPLICATION. BY AFFIXING MY SIGNATURE I HEREBY CERTIFY THAT I AM THE LEGAL OWNER OF THE PROPERTY FOR WHICH THIS APPLICATION IS ISSUED OR AN AUTHORIZED AGENT OF THE OWNER. ALL PROVISIONS OF LAWS AND ORDINANCE GOVERNING THIS TYPE OF WORK WILL BE COMPLETED WITH,WHETHER SPECIFIED HEREIN OR NOT,INCLUDING CM IS FOR INSPECTION. SIGNATURE: DATE: qii 1520 Parker Way—Suite‘G' WEST COAST ENGINEERS, Inc. Mount Vernon,WA 98273 Structural and Civil Engineering Phone: (360) 424-3404 Fax: (360) 424-2063 Retaining Walls Analysis, for Lonnie David kocafed at: a;921 Tweed Place, Anacortes, WA l For: Accuwest Pacific i6.. s i 5 `cq :n WCE Job Number 224-05 i`� „~,` -? September 16, 2005 2. Lti r, :mr ,\'- --7 i, V y 0F b n. f..- i!1-- q��' y7 A�, try •l 1 ' 4. .0 �'A•', a � ' `1 't.," "fin CC Ca CC I EXPIRES 9/19/2007 Da 4. < in INDEX Design Sketches. Pages S1 — S5 Standard Specifications. Pages B — D Calculations. Pages Cl — C21 Total Number of pages excluding cover sheet 29. Notes, Disclaimers: • West Coast Engineers (WCE)takes no responsibility for items not specifically addressed within this report set. • This report is valid only for the specific project shown above and herein. Further,this report is valid i only if it is stapled or otherwise bound as it originally left this office, and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendums). • The calculations shown herein, if any, do not necessarily include all possible calculations that could be performed for this project. For example: certain items may be designed by inspection; only the worst case loading scenarios may be included; etc. na,e A22i vr, fi�n„•,a=.c ;'CIS.$p::i ,. J9'i SOe JOB 1 —0c ess-c`r�7�t'��-' / /7-.,V 1 I../ " WEST COAST ENGINEERS, Inc. SHEET NO. — (#L OF n Structural and Civil 'Engin ee ring CALCULATED BY - 1L //�1 LLL DATE —I /I 0/V"T-- _ 1520 Parker Way#G, Mount Vernon,WA 98273 Phone: (360)424-3404,Fax: (360)424-2063 CHECKED BY DATE Web: www.wcoasteng.com SCALE NAT \,1C. C64 veL.) z NC ! ) Ce„ 1 .,,,,,,c# ., wim„...r_ °�! 1� * 4 e 1 v1AoC, Zi 4 * 4- � I ell oL --- �D 1 I i�w ' try" ra - -WSJ C � ' L_ tt IA \ -�- . Cyr. 2.! IA / 4LI r pc ._ Cep, ,, G r '/� � ✓C� �I C UCWW � '6,c. 1 cb0ISr ST -fl c 4c, -r NL A M1S y WEST COAST ENGINEERS, Inc. SHEET NO. CD— 3 OF Structural and Civil 'Engineering CALCULATED BY !KL q DATE Ili COfor _ 1520 Parker Way#G,Mount Vernon,WA 98273 Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY DATE Web: www,wcoasteng.com SCALE • tZ i -y _ Ph-We (Zi u_ 1- ._ _________ __). 6.0crt--12-Ii ceNZ_PCX--flt-A--) ..._ 1 i- 40 02 0C, : 1-_ 'J f * � e- l2ur S i ILi- _ - `� 1 �° �vVLs I5 `\ ! - • l o PEA .( - • G0tr1 �'' . . \ � 3� (our-. � \N- 7 - l 4, r , . C G 9Jee- (icc 1 poj5( JOB PZOf -©G - CCO,fi r/b I D L.WEST COAST ENGINEERS, Inc. SHEET NO. v OF77 / - 1520 Parker Way#G, Mount Vernon,WA 98273 CALCULATED BY le-- _� DATE !1 � 6/Qc Phone: (360)424-3404,Fax: (360)424-2063 CHECKED BY DATE SCALE I - V fir. '6 i$- __\. r—. * 4 - I2uQ -, —' 1 ' / / Zit 60s . ft 4 C 1,0 oG. s I 1 / 0I if@cid> e4,c_ _ FtL-L__ 0 1 ,„deer - o`b: i DoWt-t.5 ( Pt� Tz LXJ 1 J )L FittsOL // - 2-�,�., OR ,QAT)VG N l CT,4 VtTi' °Ott D s11Coveg.,f. Yi 4@ lCa'"OCR, l . b<z��occiz. - f8 L1-'B IJOTE.; 61-1e/ e, ._s`T cer-r4 Mfg'-( 31 L E t- I TEP Tp 3'1: 'v lki-5 ci LOGr?T I ICI 11,___ G DL.t.0 - U 1rg. cTUg.E~C? eoGk . 5 r 2 T-: UAL__ s9T Ge. T+` 4 0 coo rs, 4 . _ .ITT_ JOB aCc tCCC-Aktfirl Dfrl-Ahr,D 1 WEST COAST ENGINEERS, Inc. SHEET NO. S'S OF , 1520 Parker Way#G, Mount Vernon,WA 98273 CALCULATED BY 11kL DATE 9 / 6P/Or Phone: (360)424-3404, Fax: (360)424-2063 , CHECKED BY DATE SCALE kJ . PPvvel- _ j, I/ i 21 ] (1 ' n . . . , , ' • e (loc. . _ , r___, R-orz-m. .p7t,f. . , P. . N. 1 , . , k • k•-•'\, PP ' . rs \ : P \ , • , ) ' , , I / A --pcvic-L& comficci&re ./ ...,. • )fry„/- . , z" cov6 . z ' , ; '-co I r e--i 1 //Lt- ' c7-1_,:Lcac--- I( 0 - WI\544ED Poczif :: , , POtICL-9 . .poi-eirue-e74 'Thir 2: I_ ' • '-fog-, Mt t* , 1-- 1 _ • ' / • -Ss,C.X.- IL.,k,__ , W. ( rit Idir0/ c5AIWZ-- i-. : - -,d6 A) - / - '0 - _ OS - 412-4644[ L 401 , 06 • , , , ' 0 4 'ti rEc. .rat., -r-o a • . _., our Ler . . COvele. . , , kr yrt.: , .\z;i6c r-r ILL Ficc., . 71/4-74 pc, " ll rFotLLTHROF Wict-L.- Wvt 0 LdWorlit thocl-ct '' . . ' ' Vo (. 9iurtlerbmes6ice 4Lor5 ci-,-i, LL, -71-774 /2_1-' 1 \iv ' . rovimiu , v73 ') . , .. . . .. . , . . . „.. _ . , r , 47-.4t,...-, . . . 7 wALL , . istr.f_gter. , ..:: ,- !to coo 71- - / Vife.st Coast Engineers, Enc. Bl STANDARD STRUCTURAL SPECIFICATIONS: 1) LOADS. a) Following are the loads used for the subject design/analysis: i) Soil Gravelly Silty Sand y = 120 pcf ii) 2) APPLICABILITY OF THESE SPECIFICATIONS: a) These specifications shall be adhered to for all work addressed in this report. b) Some sections of these specifications may not apply to the scope of work of West Coast Engineers. (WCE). Use of these specifications for work outside of WCE's scope shall be at the sole risk of the Contractor. 3) LIMITED SCOPE OF WCE'S WORK: a) The scope of work of West Coast Engineers (WCE) is limited to Retaining Walls Design and Analysis (structural concerns only). WCE leaves issues such as thermal I moisture detailing, ingress / egress, insulation, and fire / life / safety concerns to other design professionals. WCE takes nb responsibility or liability for items not specifically addressed in the calcs, sketches, or call- outs. b) WCE has not analyzed any portion of the existing building, including but not limited to: foundations, beams, columns, walls, floors, floor framing systems, roof framing system, connections, etc. Such analyses are beyond the present scope of work assigned to WCE by the client. c) All structural and other matters not shown or addressed in the following calculations and sketches do not form part of the scope of work of WCE. d) Structural analysis, design and specifications apply for one structure at the location shown in this report only. WCE cannot be held liable for unauthorized reuse of this work at a different location(s). 4) OWNERSHIP OF THIS REPORT: a) Ownership of this report, all calculations, sketches, and other intellectual information pertaining to the project shown herein shall remain the sole property of WCE. WCE will furnish copies of this information to others only with the express permission of the Client. b) These calculations, sketches, notes, and specifications are valid only for the project indicated herein. These documents are not valid, and shall not be used for any other project. 5) COMPLETION OF WCE'S CURRENT SCOPE OF WORK: a) Submittal of this report to the Client completes the present scope of work and budget of WCE for this project. All other consultation, design, calculations, sketches, inspection, etc. after submittal of this report shall be billed on a time and materials basis at WCE's current fee schedule. 6) CONSTRUCTION DRAWINGS (PLANS FOR PERMIT&CONSTRUCTION): a) WCE recommends that the Designer / Architect submit construction drawings to WCE for review and approval prior to construction of the project. Such review and approval of full-sized plans is beyond WCE's current scope of work. 7) BASIS OF DESIGN —APPLICABLE CODES: a) This design is based on the IBC, 2003. All construction shall adhere to the minimum requirements of the 2003 International Building Code, unless shown otherwise in this report. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the finished as-built condition of the structure and related systems. 8) COMPETENT CONSTRUCTION PERSONNEL: a) Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. 2a:-o5 t,_a{arm Cavic S'3ecs 0914305 d C Pcye a J570 .s k,,r y c:;iir`C', N::;y: Vernon, \JY.Sit773 a Te.: (350)474 3104 e Fax: (350)47 1-7Qb3 v;^r,^.uvr,.r.:Is:ex .c. n West Coast Ermineers, inc, c I 9) TEMPORARY SUPPORT AND BRACING: a) General. Provide adequate temporary support to all walls, roofs, beams, columns, and floors during construction. Design of same is not included herein, unless specifically shown. Contractor or owner should check all temporary-supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. b) Retaining Walls. Do not backfill against retaining walls until concrete has cured to at least 2,500 psi (okay to use high early strength admixtures or additional cement in the mix to achieve this purpose). For retaining walls that are to be connected to horizontal (floor or slab) diaphragms, do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall. 10) CONFLICTS OR ERRORS IN PLANS: a) Contractor shall verify all dimensions and 'fit' conditions in the field. Should the Contractor or fabricator note any conflicts or errors in the Plans and/or specifications, they shall be brought to the immediate attention of the Engineer. If any questions arise during construction pertaining to any structural matter, the Engineer shall be consulted immediately. 11) FOOTINGS, FOUNDATIONS, SLABS ON GRADE: a) Geotechnical Report. Soils analysis and geotechnical engineering are not a specialty of WCE. WCE depends on others for the provision of soils data, which includes but is not limited to: allowable bearing capacity, liquefaction potential, slope stability, active and passive lateral pressures, internal friction angle, and cohesion. WCE strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all land based construction projects. b) Foundations, Footings on Soil: General. All footings to bear on undisturbed existing soil, unless otherwise shown in the plans or calculations. All organic and deleterious material beneath the footings, foundations and slabs to be removed and replaced with granular fill compacted to 95% relative compaction. Bottom of footings to be below locally prescribed frost zone, not less than 18". Replace all over-excavated areas with granular material compacted in 8" maximum lifts to 95% Relative Compaction (RC). All footings are proportioned and designed for 3,000 psf allowable soil bearing pressure, unless other information is supplied by the Owner or Owner's representative. c) Footing Drains. Footing drains, with washed drain rock extending to within one foot of top of finished grade, shall be provided at the base of all footings and retaining walls, which will have, earth placed against them. Footing drains shall be 4" perforated pipe routed downgradient to daylight, unless otherwise specified. 12) STANDARD CONCRETE: a) Strength, Mix, Placing. All concrete, unless otherwise specified in the Plans or Calculations, shall attain a 28 day strength of fc=2,500 psi, and shall contain not less than 5-1/2 sacks of cement per cubic yard. Maximum water/cement ratio shall be 0.45, and maximum slump = 4". Max. aggregate size = 7/8". Mixing and placing of all concrete and selection of material to be in accordance with IBC and ACI 304 (latest editions). Provide 5% air entraining in all concrete exposed to the earth or weather. b) Waterproof Concrete. For concrete applications that are required to be waterproof, the Contractor shall use KIM admixture by Kryton International Inc. (contact Marlen Hansen (360) 650-9038). Note that air entraining must be a maximum of 5% after this admixture. Contractor shall follow manufacturer's recommendations in use of KIM. c) Concrete Admixtures. All admixtures are entirely at,the discretion of the contractor and / or concrete batch plant and must not affect the minimum requirements herein. 13) CONCRETE REINFORCING: a) Strength, Splicing, Bending. Reinforcing bars (rebar) shall be per drawings and sketches attached, and shall be grade 40 (Fy = 40 ksi), unless noted otherwise. All reinforcing shall be detailed, bolstered and supported in accordance with applicable ACI code. Bars shall be bent with minimum 2 21-05 A.ccuwest Davi°.Szcs 09160 cioc Page_ d GC 120 i ar W y- st.to`i;'.f oara Verify-,i'A ;37 2 s T,&: (,r'0)424-3401 $ Fax: :50i 124-2fi5.t a WW.W wccas' West Coast Encineers, Enc. D I 6 bar diameter radius for sizes up to and including No. 8, and 8 bar diameter radius for bars larger than No.8. b) Ties. For reinforced concrete beams, walls, columns, pilasters, and any other element wherein the main reinforcement bars are enveloped with tie bars (a.k.a. stirrups), the ties shall be bent with the least radius of bend so as to envelop the main rebars without the tie bars cracking or breaking. The tie bar ends shall overlap the main bars at least one bar diameter. The diameter of bend shall not be smaller than the diameter of the main bars in contact. c) Hooks. For 180 degree hooks, provide a minimum of 2-1/2 inches or 4 bar diameters extending beyond the bend. For 90 degree hooks, provide a minimum of 12 inches extending beyond the bend. d) Cover. Provide the following minimum cover: i) Footings and other unformed surfaces, distance from the bar to earth face...3" ii) Formed surfaces in direct contact with earth 2" iii) Surfaces exposed to weather 1-1/2" iv) Surfaces exposed to salt water 3" e) Rebar Splice, Lap & Development Length. Splice, lap, and development lengths shall be per the following table (Table 1) unless noted otherwise. From ACI 318-99 Section 12.1 fc = 2,500 psi Minimum Concrete Strength Bar Diameters 2d (min.) Spacing And Examples Minimum d (min.)Clear Cover Steel Uncoated Epoxy Coated Uncoated Epoxy Coated Strength Reinf. Bar Reinf. Bar #4 #5 #6 #4 #5 #6 GR40 40,000 psi 32 d 38 d 16 in 20 in 24 in 19 in 24 in 29 in GR60 60,000 psi 48 d 58 d 24 in 30 in 36 in 29 in 36 in 43 in • • Notes: d = rebar diameter. If bars#7 and larger increase length by 1.25. See code for negative impact of lightweight concrete and benefit due to cover> 12" Table 1—Rebar Development Lengths 22s-05 rccuwest ce'ao sues 091605.thc Page D (3..r Suite`fa. h'?o!r+ Vet t..,,WA 98273 -, (36E})424.810-, Faye Fisoil3 2`t! +' 4c„ , • JOB / '/i"1—cr s ccL)w —,r C ( WEST COAST ENGINEERS, Inc. SHEET NO. t OF Structural and Civil Engineering Cl /( /�� CALCULATED BY L CP DATE 1520 Parker Way#G, Mount Vernon, WA 98273 Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY DATE Web: www.wcoasteng.com SCALE r D __ i lu_ l YLc� f� i, 0 CQ .-\;\ELF1- i4- , bi : i il ,IN. u.." kco ht,-)e, ,,, eot�-PIrG eI , �° t� 4o1(--' ic frc+ 4 fLo-clue-uLi C-e ro �-,: \*. ' %to® D,r \ i 1 -�� Gr -CIL. - til-- rprs`n v5 #-_ - -- \, r Yvt ice`. _ Iz / dG5- 2 iH. t I.� � ,c �j ��-�$2, t-z ,c c 9.�i b I v(k/Vf . ; I I P '' is rE; I1 G PlIWrit vi L voLLL -(L ' 'i E'.s r. (_ (--- - CP.,...pi Lam -- C-u 5 ezE w cAyi4 vr—: - rL To specify your own Title : David landscape retaining wall Page: special title block here, Job# : 224-05 Act Dsgnr: IK Date: SEP 16,2005 use the"Settings"screen Description.... and enter your title block 8 ft. information. This Wall in File: p:1wcoastegn.2005 jobs\224-05 accuwest\c Retain Pro 6.0,23-Sep-2002,(c)1989-2002 Cantilevered Retaining Wall Design Code:IBC 2000 Criteria ' Soil Data I Footing Dimensions &Strengths Retained Height = 8.00 ft Allow Soil Bearing = 3,000.0 psf Toe Wdth = 1.33 ft Wall height above soil = 0.50 ft Rankine Soil Presure calculation Heel Width = 2.00 Soil Friction Angle = 33.0 deg Total Footing Width = 3.33 Slope Behind Wall = 0.00: 1 Active Pressure:Ka*Gamma= 35.4 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 36.00 in Passive Pressure:Kp'Gamma 407.1 psf/ft Soil Density = 120.00 pcf Key Width = 0.00 in Key Depth = 0.00 in FootingliSoil Frictior = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore for passive pressure = 0.00 in fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 3.00 in @ Btm.= 3.00 in Design Summary ` Stem Construction I Top Stem 2nd Stem OK Stem OK Total Bearing Load = 3,027 lbs Design height ft= 2.00 0.00 ...resultant ecc. = 11.62 in Wall Material Above"Ht" = Concrete Concrete Soil Pressure @ Toe = 2,892 psf OK Thickness = 8.00 8.00 Soil Pressure @ Heel = 0 psf OK Rebar Size = # 4 # 4 Rebar Spacing = 12.00 6.00 Allowable = 3,000 psf Rebar Placed at = Edge Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 4,048 psf fb/FB+fa/Fa = 0.642 0.683 ACI Factored @ Heel = 0 psf Total Force @ Section lbs= 1,052.4 1,653.8 Footing Shear @ Toe = 26.4 psi OK Moment....Actual ft-#= 2,155.0 4,861.3 • Footing Shear@ Heel = 25.9 psi OK Moment Allowable ft-#= 3,355.6 7,122.4 Allowable = 85.0 psi Shear Actual psi= 15.3 22.1 Wall Stability Ratios Shear Allowable Overturning = 1.57 OK Psi= 85.0 85.0 Sliding = 3.75 OK Lap Splice if Above in= 20.80 20.80 Sliding Coles (Vertical Component NOT Used) Lap Splice if Below in= 20.80 6.00 Lateral Sliding Force = 1,120.2 lbs Wall Weight psf= 100.0 100.0 less 100%Passive Force= - 2,990.7 lbs Rebar Depth 'd' in= 5.75 6.25 less 100%Friction Force= - 1,210.6 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= Fs psi= ....for 1.5: 1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 4,048 0 psf Equiv.Solid Thick. = Mu':Upward = 2,833 0 ft-# Masonry Block Type=Medium Weight Mu':Downward = 603 1,350 ft-# Concrete Data Mu: Design = 2,230 1,350 ft-# fc psi= 2,500.0 2,500.0 Actual 1-Way Shear = 26.42 25.86 psi Fy psi= 40,000.0 40,000.0 Allow 1-Way Shear = 85.00 85.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 15.75 in Toe: #4@ 15.75 in,#5@ 24.25 in,#6@ 34.25 in,#7@ 46.75 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = #4 @ 17.25 in Heel:#4@ 17.25 in,#5@ 26.50 in,#6@ 37.75 in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined To specify your own Title : David landscape retaining wall Page: special title block here, Job# : 224-05 Aci Dsgnr: IK Date: SEP 16,2005 use the"Settings"screen Description.... and enter your title block 8 ft. information. This Wall in File: p:\wcoastegr\2005 jobs1224.05 accuwest\c Retain Pro 6.0,23-Sep-2002,(c)1989-2002 Cantilevered Retaining Wall Design Code:IBC 2000 Summary of Overturning & Resisting Forces &Moments ' OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,380.2 2.94 4,063.8 Soil Over Heel = 1,280 0 2 67 3,412.9 Toe Active Pressure = -259.9 1.28 -332.1 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 I Load @ Stem Above Soil= Soil Over Toe = 479.9 0.67 319.8 Surcharge Over Toe = Stem Weight(s) = 850.0 1.67 1,416.4 Total = 1,120.2 O.T.M. = 3,731.7 Earth @ Stem Transitions__ Resisting/Overturning Ratio = 1.57 Footing Weight __ I 416.6 1.67 694.3 Vertical Loads used for Soil Pressure= 3,026.5 lbs Key Weight = Vert.Component = Vertical component of active pressure NOT used for soil pressure Total= 3,026.5 lbs R.M.= 5,843.4 - 'I' , . 8." wi #4 Czj12.li „ , 8., , .# X 1 A , :,-.•,_ - , ,.,-;• •„ -1*'•,.co-2 VC' ./-- ,.,,,,,, a, 7 414 •••• •,:ji. r„ 8 -0 8 b ,--;!,;„.•,3 ' „0-7-- ,,•:;„,- , x• ..e. - .3:1y: 8.1' 14 #4 Ca 87_ 3)•"-0“ de x.A x••,-, •,),SY.ti'. ; —,. 21-01' •fl • .., .A. `,.,k,..h 0 1 .... 2.1' ,' , „ X ' ii T w -, .i:,:i'..7'..*. 10 I. 2 . #4@15.75.in * : •:. ®Toe ,#4(a17.251n . , 1-4“ 2I-Ou ecisi.... ., _ __ - • Ind ' •sta, a " " .! • 41: • Fie • x: ,„„. -„q,) roisi r-- %J. -• Se ).,:* SAS Erhathnka oct L x:mitt -•• 7 ^ ?, co co 01 EL # , • • 'r' t yY r {• o...r_w....._ ....: r fi a tt -ts r 1J y Y qi Jr. 1Lry 'rT • r tY !n C 1 x F u 7'y5 Ya rm x x.. ti e r• 4 e� Y Sr t nF ay t. n x t ) �� ,txy Y yi j. t� 'u A..w_wu�w._wwuv.w.wwwaw.s.ru.vuxuwnpu......«w.a.._v�emwv „r tip 1F. • .tr.", it n E 't r � i' }. .c. _{ . '• eY4 Nti rU 7 �' y ,t 1. i. ,�, {'� ts3 L: t} � '4.«... ,... .,x m..-.. w.,..................... wa.__. ..,,, f � FFU '� � � � a f r 4 Y a •4 r i .r• • *j i �y r r � t It-.itty- F a e di to .; a f • • ", 5� x7 f t y.# L- t '{ t•• t` Y 'Y S '�'«r4 t +;at �. 3 ( WEST COAST ENGINEERS, Inc. SHEET NO. t OF S tructura I and Civil Engineering IL / CALCULATED BY DATE I La 1520 Parker Way#G, Mount Vernon,WA 98273 Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY DATE Web: www.wcoasteng.com SCALE _.__\t_ a '' . C i 4 '\ 1 e) / ta 1 t cat l w 1i 4 2u ((it D P> I04 --c • s \ r I I Ito `( 1ou - --- ---- ` ' To specify your own Title David-Ret.walls Page: special title block here, Job# : 224-05 Act Dsgnr: IK Date: SEP 16,2005 use the"Settings"screen Description.... • and enter your title block 4 ft.Wall information. This Wall in File:p:lwcoastegr12005 jobs1224-05 accuwesttc Retain Pro 6.0,23-Sep-2002,(c)1989-2002 I Cantilevered Retaining Wall Design r Code:IBC 2000 [Criteria I [Soil Data I Footing Dimensions &Strengths I Retained Height = 4.00 ft Allow Soil Bearing = 3,000.0 psf Toe Width = 0.50 ft Wall height above soil = 0.50 ft Rankine Soil Presure calculation Heel Width 1.25 Soil Friction Angle = 33.0 deg Total Footing Widtf = 1.75 Slope Behind Wall = 0.00:1 Active Pressure:Ka*Gamma= 35.4 psf/ft Footing Thickness = 8 00 in Height of Soil over Toe = 6.00 in Passive Pressure:Kp*Gamma 407.1 psf/ft Soil Density = 120.00 pcf Key Width = 0.00 in Footing poi!Frictior = 0.400 Key Depth 0.00 in i Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore fc = 2,500psi Fy = 40,000 psi for passive pressure = 0.00 in Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 4.00 in @ Btm.= 4.00 in Design Summary ; Stem Construction ' Top Stem Bar Lap/Emb Total Bearing Load = 935 lbs Design height ft= 0.00 ...resultant ecc. = 5.96 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,646 psf OK Thickness = 8.00 e Soil Pressure @ Heel = 0 psf OK Rebar Sizze = # 4 Rebar Spacing = 18.00 Allowable = 3,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,304 psf fb/FB+fa/Fa = 0.284 ACI Factored @ Heel = 0 psf Total Force @ Section lbs= 473.6 Footing Shear @ Toe = 9.3 psi OK Moment....Actual ft-#= 640.2 Footing Shear @ Heel = 11.3 psi OK Moment Allowable = 2,258.0 Allowable = 85.0 psi Shear.....Actual psi= 6.9 Wall Stability Ratios Overturning = 1.60 OK Shear.....Allowable psi= 85.0 Sliding = 1.80 OK Lap Splice if Above in= 20.80 Sliding Cates (Vertical Component NOT Used) Lap Splice if Below in= 6.00 Lateral Sliding Force = 361.1 lbs Wall Weight = 100.0 less 100%Passive Force= - 277.0 lbs Rebar Depth 'd' in= 5.75 less 100%Friction Force= - 374.0 lbs Masonry Data Added Force Req'd = 0.0 lbs OK psi= ....for 1.5. 1 Stability = 0.0 lbs OK Fs psi= Solid Grouting = Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 2,304 0 psf Equiv.Solid Thick. = Mu':Upward = 246 0 ft-# Masonry Block Type=Medium Weight Mu':Downward = 28 138 ft-# Concrete Data Mu: Design = 218 138 ft-# fc psi= 2,500.0 Actual 1-Way Shear = 9.27 11.28 psi Fy psi= 40,000.0 Allow 1-Way Shear = 85.00 85.00 psi Other Acceptable Sizes 8 Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd, Mu<S*Fr Heel Reinforcing = #4 @ 18.00 in Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined t To specify your own Title : David-Ret.walls Page: l special title block here, Job# : 224-05 Act Dsgnr: IK Date: SEP 16,2005 use the"Settings"screen Description.... and enter your title block 4 ft.Wall information. This Wall in File:p:\wcoastegr\2005 jobs\224-05 accuwest\c Retain Pro 6.0,23-Sep-2002,(c)1989-2002 Cantilevered Retaining Wall Design Code:IBC 2000 Summary of Overturning & Resisting Forces &Moments t OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-ft lbs ft ft-ft Heel Active Pressure = 385 2 1.56 599.2 Soil Over Heel = 280.0 1.46 408.3 Toe Active Pressure = -24 1 0.39 -9.4 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil= Soil Over Toe = 30.0 0.25 7.5 Surcharge Over Toe Stem Weight(s) = 450.0 0.83 375.0 Total = 361.1 O.T.M. = 589.8 Earth @ Stem Transitions= I Resisting/Overturning Ratio = 1.60 Footing Weight = 175.0 0.88 153.1 Vertical Loads used for Soil Pressure= 935.0 lbs Key Weight = Vert.Component Vertical component of active pressure NOT used for soil pressure Total= 935.0 lbs R.M.= 944.0 0 :.; ":. 6" 2 114" 41-01 • • 4" 8" Si • ©Toe #41F318.in ;; Heel 6" l'-3" „_ „ )( ;V\ 1Prr Y • 1.k : „ ;;;A:;1?::.); "; Pp= 277.02# Jr85.21# ft 1845.8psF ▪ To specify your own Title : David retaining walls Page: 142- special title block here, Job# : 224-05 Aci Dsgnr: IK Date: SEP 16,2005 use the"Settings"screen Description.... • and enter your title block 6 ft.ret.wall information. This Wall in File: p:\wcoastegr12005 jobs1224-05 accuwestic Retain Pro 6.0,23-Sep-2002,(c)1989-2002 Cantilevered Retaining Wall Design Code:IBC 2000 Criteria Soil Data ' Footing Dimensions &Strengths I Retained Height = 6.00 ft Allow Soil Bearing = 3,000.0 psf Toe Wdth = 1.00 ft Wall height above soil = 0.50 ft Rankine Soil Presure calculation Heel Width = 2.00 Soil Friction Angle = 32.0 deg Total Footing Width = 3.00 Slope Behind Wall = 0.00:1 Active Pressure:Ka"Gamma= 36.9 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 8.00 in Passive Pressure:Kp*Gamma 390.6 psf/ft Soil Density = 120.00 pcf Key Width = 0.00 in FootingSoil Frictior = 0.400 Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore fc = 2,500psi Fy = 40,000 psi for passive pressure = 0.00 in Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 6.00 in @ Btm= 4.00 in Design Summary I Stem Construction I Top Stem Stem OK Total Bearing Load = 2,065 lbs Design height ft= 0.00 ...resultant ecc. = 7.72 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,607 psf OK Thickness = 8.00 # 4 Soil Pressure @ Heel = 0 psf OK Rebar Size = Rebar Spacing = 12.00 Allowable = 3,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,250 psf fb/FB+fa/Fa = 0.672 ACI Factored @ Heel = 0 psf Total Force @ Section lbs= 1,114.3 Footing Shear@Toe = 14.2 psi OK Moment....Actual ft-#= 2,253.4 Footing Shear @ Heel = 29.0 psi OK Moment Allowable = 3,355.E Allowable = 85.0 psi Shear Actual psi= 16.1 Wall Stability Ratios Shear Allowable psi= 85.0 Overturning = 1.91 OK Sliding = 1.54 OK Lap Splice if Above in= 20.80 Sliding Calcs (Vertical Component NOT Used) Lap Splice if Below in= 6.00 Lateral Sliding Force = 819.4 lbs Wall Weight = 100.0 less 100%Passive Force= - 439.4 lbs Rebar Depth 'd' in= 5.75 less 100%Friction Force= - 826.0 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5: 1 Stability = 0.0 lbs OK Fs psi= Solid Grouting - Footing Design Results 1 Special Inspection Modular Ration' Toe Heel Short Term Factor = Factored Pressure = 2,250 0 psf Equiv.Solid Thick. = I Mu':Upward = 979 108 ft-# Masonry Block Type=Medium Weight Mu':Downward = 144 1,052 ft-# Concrete Data Mu: Design = 835 944 ft-# fc psi= 2,500.0 Actual 1-Way Shear = 14.16 29.05 psi Fy psi= 40,000.0 Allow 1-Way Shear = 85.00 85.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S`Fr Heel Reinforcing = #4 @ 18.00 in Heel:Not req'd, Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined I ' To specify your own Title : David retaining walls Page: special title block here, Job# : 224-05 Aci Dsgnr: IK Date: SEP 16,2005 use the"Settings"screen Description.... ▪ and enter your title block 6 ft.ret.wall information. This Wall in File:p:\wcoastegr\2005 jobs1224.05 accuwest\c Retain Pro 6.0,23-Sep-2002,(c)1989-2002 Cantilevered Retaining Wall Design Code:IBC 2000 Summary of Overturning & Resisting Forces&Moments , OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 860.8 2.28 1,960.8 Soil Over Heel = 960.0 2.33 2,240.0 Toe Active Pressure = -41.5 0.50 -20.7 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil= Soil Over Toe = 80.0 0.50 40.0 Surcharge Over Toe = Stem Weight(s) = 650.0 1.33 866.7 Total = 819.4 O.T.M. = 1,940.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 1.91 Footing Weight = 375.0 1.50 562.5 Vertical Loads used for Soil Pressure= 2,065.0 lbs Key Weight = Vert.Component = Vertical component of active pressure NOT used for soil pressure Total= 2,065.0 lbs R.M.= 3,709.2 i ILf 8." #4 @ 12." at5IPL Ak 4 2 114" „., 61-0' " " :(707 6 le V Pre „ #40318.in ®Toe 4446:7-18.in 07-1Hpel 21-0" . x-o" • • • rA$Da #tEOee 2 y , 1 fw ^° #ZED t dd \ \ : / : \ ` /` \ w r m. . / - . ,w >; 2 2 • a..., : \ ; \ \ .2 ° { • — • © \ ; . To specify your own Title : David retaining walls Page: special title block here, Job# : 224-05 At( Dsgnr: IK Date: SEP 16,2005 use the"Settings"screen Description.... and enter your title block 6 ft. ret.wall information. This Wall in File:p:lwcoastegr12005 jobs1224.05 accuwestic Retain Pro 6.0,23-Sep-2002,(c)1989-2002 Cantilevered Retaining Wall Design Calculation Trace Listing 1 Beginning of Trace 2 Setting ACI Load Factors: DL Fact=1.4000,LL Fact=1.7000,ST Fact=1.7000 3 Noted that Rakine Method being used 4 Vertical Component=0.256 lbs 5 Actual Heel Width(past back of stem)=1.3333 ft 6 Soil Height for Stability(wall+footing+cslope)=6.8333 ft 7 Calculating Overturning Values 8 Active Pressure(no water)=6.8333"2*36.871*0.5=860.836 lbs 9 Arm=2.2778 ft,Moment=1,960.79 ft-# 10 Active Pressure @ Toe:(8.0000+10.0000)^2*36.871/2.0=41.480 lbs 11 Arm=(8.0000+10.0000)/3/12=0.500 ft,Moment=20.740 ft# 12 Toe Active Pressure Used To Resist Sliding,so ADD Soil over toe=41.480 lbs to Total Overturning Loads 13 Calculating Resisting Moments 14 Soil Wt Over Heel=1.3333*6.0000*120.000=960.000 lbs 15 Arm=3.0000-1.333312.0=2.3333 ft,Moment=960.000*2.3333=2,240.00 ft-# 16 Soil Wt Over Toe=1.000*0.667*120.000=80.000 lbs 17 Arm=1.000/2.0=0.500 ft,Moment=80.000*0.500=40.000 ft-# 18 Top Stem Weight=650.000 Ibs,Arm=(1.000+0.667/2.0)=1.3333 ft 19 Stem Avg.Arm=16.000 ft,Total Moment=10,400 ft-# 20 Avg.Arm=0.000 ft, Moment=0.000 ft-# • 21 Footing Weight=3.0000*10.0000*150.000=375.000 Ibs,Arm=3.0000/2.0=1.5000 ft,Moment=562.500 ft-# 22 Key Weight=0.000*0.000*150.000=375.000 Ibs,Arm=0.000+0.000/2.0=0.000 ft,Moment=0.000 ft-# 23 Total Resis.Wt=2,065.00 Ibs, Moment=3,709.17 ft-# 24 Calculated Stem Forces for Preliminary Checks 25 Cantilevered Stem Calculations 26 Top Stem Section: Shear= 1,114.32 Ibs, Moment=27,041 ft-# 27 Calcualting Actual Shear Stress 28 Concrete Unit Shear Stress = 1,114.32/5.7500/12.0= 16.150 psi 29 Determine Allowable Moments 30 Top Concrete Stem Capacity=40,267 in-# 31 Top Concrete Stem Shear Capacity=0.85*2.0*sgrt(2,500.00)=85.000 psi 32 Calculate Bar Lap Lengths 33 Top Stem, Hooked Embed into Concrete Footing BELOW=6.0000 in 34 Top Stern, Embed into Concrete ABOVE=20.800 in 35 Calculating Soil Pressure 36 Toe Bar Depth = 10.0000-4.0000-0.5=5.5000 in, Heel Bar Depth= 10.0000-6.0000-0.5=3.5000 in 37 Service Load Soil Pressures 38 P=2,065.00 Ibs, Ecc=7.719 in, Toe Pressure= 133.910 psf, Heel Pressure=0.000 psf 39 Calculating Factored Load Shear in Footing= 40 P=2,891.00 Ibs, Ecc=7.719 in, Toe Pressure= 133.910 psf, Heel Pressure=0.000 psf 41 Shear @ Toe=(14.162- 1.4000*(10.0000* 1.0417+8.0000*0.833+0.000)*6.5000)/(12.0*5.5000)= 14.162 psi 42 Shear @ Heele=(14.162- 1,577.33-0.000-0.000-0.000)/(12.0*3.5000)=29.050 psi 43 Shear Distances from Edge;Toe= 12.000 in, Heel= 16.000 in 44 Toe Upward Moment= 11,747 ft-# 45 Toe Downward Moment= 1.4000*(10.0000* 1.0417+8.0000*0.833+0.000)* 12.000A2/2.0= 1,722.00 ft-# 46 Moment @ Toe, Upward= 11,747 ft-#, Downward = 1.4000*(10.0000* 1.0417+ 8.0000*0.833+0.000)*12.000A2/2.0 = 10,02! 47 Design Toe Moment<=6.5*dA2*SQRT(fc)---» No Reinforcing Used 48 Heel Upward Moment= 1,291.05 ft-# 49 Heel Downward Moment= 1.4000*(10.0000* 1.0417+72.000*0.833+0.000 + 0.000)*16.000A2/2.0 = 12,619 ft-# 50 Add moment due to vertical soil component= 1.7000*0.000* 16.000 =0.000 ft-# 51 Preliminary Design Moment= 11,327.622 ft-# 52 Design Heel Moment<=6.5*dA2*SQRT(fc)---» No Reinforcing Used 53 Soil Height for Passive Pressure=0.000+ 10.0000+8.0000= 18.000 ft 54 Sliding Resistance due to Friction =2,065.00*0.400=826.000 lbs 55 Friction Resistance adjusted for Specified '%'= 1.000*826.000=826.000 lbs 56 Sliding Passive Pressure=(18.000-0.000)*2.7122*(18.000-0.000)/2.0) 57 +(0.000 *2.7122*(18.000-0.000))=439.369 lbs 58 Passive Resistance adjusted for Specified = 1.000*826.000=439.369 lbs 59 Sliding Factor of Safety= (439.369+826.000)/819.356= 1.5443 lbs 60 Calculating Footing Rebar Requirements 61 RHo:Balanced=0.850*2,500.00/40,000*0.850*(87000.0/(87000.0 +40,000))=0.031 62 Calculated Stem Forces for Fincal Checks 63 Cantilevered Stem Calculations 64 Top Stem Section: Shear= 1,114.32 Ibs, Moment=27,041 ft-# 7I • To specify your own Title : David retaining walls Page: special title block here, Job# : 224-05 Aca Dsgnr: IK Date: SEP 16,2005 use the"Settings"screen Description.... and enter your title block 6 ft.ret.wall information. This Wall in File:p:lwcoastegr12005 jobs1224-05 accuwesbc Retain Pro 6.0,23-Sep-2002,(c)1989-2002 Cantilevered Retaining Wall Design Calculation Trace Listing 65 Calcualting Actual Shear Stress 66 Concrete Unit Shear Stress= 1,114.32/5.7500/12.0 = 16.150 psi 67 Determine Allowable Moments 68 Top Concrete Stem Capacity=40,267 in-# 69 Top Concrete Stem Shear Capacity=0.85*2.0*sgrt(2,500.00)=85.000 psi 70 Calculate Bar Lap Lengths 71 Top Stem, Hooked Embed into Concrete Footing BELOW= 6.0000 in 72 Top Stem, Embed into Concrete ABOVE=20.800 in IZ ' To specify your own Title : David ret.walls Page: special title block here, Job# • 224-05 Act Dsgnr: Date: SEP 16,2005 use the"Settings"screen Description.... • and enter your title block 8 ft.with no front backfill information. This Wall in File:p:\wcoastegr\2005 jobs1224-05 accuwest\c Retain Pro 6.0,23-Sep-2002,(c)1969-2002 Cantilevered Retaining Wall Design Code:BC 2000 Criteria I Soil Data ' [ Footing Dimensions &Strengths ' alma Retained Height = 8.00 ft Allow Soil Bearing = 3,000.0 psf Toe Width = 1.25 ft Wall height above soil = 0.50 ft Rankine Soil Presure calculation Heel Width = 2.25 Soil Friction Angle = 32.0 deg Total Footing Width 3.50 Slope Behind Wall = 0.00: 1 Active Pressure:Ka*Gamma= 36.9 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 8.00 in Passive Pressure:Kp'Gamnra 390.6 psf/ft Soil Density = 120.00 pcf Key Width = 8.00 in Key Depth = 8.00 in FootingilSoil Fnctior = 0.400 Key Distance from Toe = 1.25 ft Wind on Stem = 0.0 psf Soil height to ignore psi fc = 2,500 psi Fy = 40,000 for passive pressure = 0.00 in Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 3.00 in @ Btm.= 3.00 in Design Summary ' Stem Construction r Top Stem end Stem OK Stem OK Total Bearing Load = 2,974 lbs Design height ft= 2.00 0.00 ...resultant ecc. = 12.20 in Wall Material Above"Ht" = Concrete Concrete 1 0 0 Soil Pressure @ Toe = 2,703 psf OK Relbar ckness Size = #8 04 # 04 Soil Pressure @ Heel = 0 psf OK Rebar Spacing = 12.00 6.00 Allowable = 3,000 psf Rebar Placed at = Edge Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 3,785 psf fb/FB+fa/Fa = 0.672 0.820 ACI Factored @ Heel = 0 psf Total Force @ Section lbS= 1,128.3 1,991.9 Footing Shear @ Toe = 26.2 psi OK Moment....Actual ft-#= 2,256.5 5,345.7 Footing Shear @ Heel = 29.9 psi OK Moment Allowable ft-#= 3,355.6 6,522.4 Allowable = 85.0 psi Shear Actual psi= 16.4 28.9 Wall Stability Ratios Overturning = 1.52 OK Shear Allowable psi= 85.0 85.0 Sliding = 1.51 OK Lap Splice if Above in= 20.80 20.80 Sliding Calcs (Vertical Component NOT Used) Lap Splice if Below in= 20.80 6.00 Lateral Sliding Force = 1,397.0 lbs Wall Weight psf 100.0 100.0 less 100% Passive Force - 916.7 lbs Rebar Depth 'd' in= 5.75 5.75 less 100% Friction Force= - 1,189.7 lbs Masonry Data Added Force Req'd = 0.0 lbs OK m psi=Fs ....for 1.5: 1 Stability = 0.0 lbs OK psi= Solid Grouting - Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 3,785 0 psf Equiv,Solid Thick. = I Mu':Upward = 2,397 7 ft-# Masonry Block Type=Medium Weight Mu':Downward = 224 1,904 ft-# Concrete Data Mu: Design = 2,173 1,897 ft-# fc psi= 2,500.0 2,500.0 Actual 1-Way Shear = 26.23 29.95 psi Fy psi= 40,000.0 40,000.0 Allow 1-Way Shear = 85.00 85.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 16.00 in _ Toe: #4@ 16.00 in,#5@ 25.00 in,#6@ 35.25 in,#7@ 48.00 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = #4 @ 17.25 in Heel:#4@ 17.25 in,#5@ 26.50 in,#6@ 37.75 in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: Not req'd,Mu<S'Fr lg - To specify your own Title - David ret.walls Page: special title block here, Job# - 224-05 As( Dsgnr: Date: SEP 16,2005 use the"Settings"screen Description.... L and enter your title block 8 ft.with no front backfill information. This Wall in File: p:\wcoastegr\2005jobs\224.05 accuwest\c Retain Pro 6.0,23-Sep-2002,(01989-2002 Cantilevered Retaining Wall Design Code:BC 2000 Summary of Overturning & Resisting Forces &Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,438.5 2.94 4,235.5 Soil Over Heel = 1,520.0 2.71 4,116.7 Toe Active Pressure = -41.5 0.50 -20.7 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil= Soil Over Toe = 100 0 0.63 62.5 Surcharge Over Toe = Stem Weight(s) = 850.0 1.58 1,345.8 Total = 1,397.0 O.T.M. = 4,214 8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 1.52 Footing Weight = 437.5 1.75 765.6 I Vertical Loads used for Soil Pressure= 2,974.2 lbs Key Weight = 66.7 1.58 105.6 Vert.Component = Vertical component of active pressure NOT used for soil pressure Total= 2,974.2 lbs R.M.= 6,396.2 1 Zo a. 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I I \ -4'4-1-\\--r-'. . \ • . . . . ... i ) . . • , .. x , - . ---1-0-0 - -- :, . . • - . . . . 1 , f ALS/0 •All4-6-' to saks . . 2 yyz ft- /- • . ,•• - „ ,, : . • [ [ . I „ . ..-•-;.\ 1 : ' t . . , . . Nei 1 • .. •, i . . e 1- . • ' c, .. . ARourgb Aftr.-.4. 1 . NI • . , . • f . . --A 2_°-(.,"z..;.trci,-,‘\‘‘),.. ' V . ..._.- ---"- , i ... ! ' \ell V• • , 1 . ..-,1 1 • *i 1 CI5C------ i I I pot-g --1 1 . . • . .1. ...-------- 11 (11-3 , .--- • 1 I 9g . _ ? k C°Wij i tervjr 1 1 1 . : ' OCei ----::I. ---- 747/.'r ... \ I . .• I ‘ i . • ,1 i , , \ . , . • -ri: 1 . 1 .1 • , , . , \ . . ____---.:-. -- WEST COAST ENGINEERS, Inc. -- _--- 1 • . ..„,..„,-;:r- 1520 Parker Way#G, Mount Vernon,WA 98273 I 1 \ \ . . - ----' Phone: (360)424-3404, Fax: (360)424-2063 ! ' I dr- , __ _ _