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rnzcxsn.sori.o.�:s,r�.i.c PI�erBAssocia� PLLC Title � 8"l4'�0"CN �SIa6 Page:_ <br /> � 'i. �_:`�-^-�� 2722 Colby Ave Job# : 3 Osgnc tJp Date: MAY 17,2010 <br /> - ' -' SWte 722 �escnption_.. <br /> Everett,WA 98207 <br /> 0:425-308�8070 Fax:42ti-25fi-3292 This Wail In File:c:ldr,cuments and settingsltom.ownertlff� <br /> Retaln Pro 9?,1989•7009 Ver:9.09 8119 <br /> RrgiatntlonR:RP-1175�55 RP9.09 Cantile�rered Retaining Wall Design coae:Iec2ooe <br /> Licensed�,o:Pitzer and Aqsoclates,PLLC <br /> _ <br /> Design Summary � Stem Construetion � _iopstem _ <br /> Stem OK <br /> Wall Stability Ratios Desipn Fleight Above Ftf ft= 0.00 <br /> Cvertuming = 2.29 OK Wall Material Above"Ht" = Concrete <br /> Sliding = 1.69 OK Thiamess = 8.00 <br /> RebarSize = # 4 <br /> Total Beanng Load = 1,324 IUs Reba;Spacing = 18.00 <br /> ...resultant ecc. = 5.33 in Rebar Placed a� = Cenler (3p�s <br /> Soil Pressure @ Toe = 948 psf OK Design Data --- - -_ --- �-- - -- � - �- <br /> Soil Pressure @ Heel = 14 Esf UK rofFB� fa/Fa 0.�17 <br /> Allowable = 7 S00 ps� Tatal Force @ Sect�on Ibs= 581.2 <br /> Sail Pressure Less Than Allowable MomenL...Actual R-#= BP7.d <br /> ACI Factored @'foe = 1,138 psf MomenL....Allowable = 2,:59 0 <br /> ACI Factared @ fleel = 17 psf Shear....ACual psi= 7.1 <br /> Footing Shear Lcl.Toe = 4.7 psi OK Shear.....�llowable psi= 75.0 <br /> Footing Shear @ Heel = 6.8 psi OK Wall Weight = 100.0 <br /> Allowable = 75.0 psl Reoar Depth 'd' in= 6.50 <br /> Sliding Caics (Verticai Component NOT Used) �P SPLIC=IF AOOVE in= 12.48 <br /> Lateral Sliaing Force = ng6.1 Ibs ��SPLIC=IF BELOW in= <br /> less 100%Pase�ive Fnrce= • 311.1 Ibs HOOK EMUED INTO FTG in= 6.00 <br /> less100%FntlionForce = - 529.SIhs MfrsonryData -�� -- -- � si= <br /> Pdded Force Req'd = 0.0 �bs OK Fs P <br /> psi= <br /> ....for 1.5: 7 Stahility = 0.0 Ibs OK Solid Grouting = <br /> Modular Ralio'n' _ <br /> Short Tertn Factor = <br /> Load Facton � - - . - Equiv. Solid Thick. _ <br /> Building Code IBC 2006 Masonry Block Type = Medium Weight <br /> Dead Load 1200 Masonry�esign Method = ASD <br /> LiveLoad 1.600 ConrreteDaW -- -. -..__.--- � - - - - - -- -. - . _. <br /> Earth,H t.fi00 fc osi= 2,500.0 <br /> Wind,W 7.600 FY psi= 40,0000 <br /> Seismic,E 1.000 <br /> footing Dimensions 8 Strengths � Footing Design Results � <br /> �� <br /> Tne Width = 1.00 fl Toe Heel <br /> Heel Width = 175 Factored Pressure = 1,130 17 psf <br /> 'fotal Footing Width = 275 - Mu':Upward = 501 97 R�F <br /> Faoting Thickness = 10.00 in Mu': Dowrtward = t N 473 ft-# <br /> Mu� Design = 390 376 ft-# <br /> Key Width = 0.00 in Actual 1•Wa/Shear = 4.69 6.84 psi <br /> Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi <br /> Key Cistance fmm Tae = 0.00 ft Toe Reinforcing = None Spec'd <br /> fc = 2,SOOpsi Fy = a0,000 psi Heel Rein'orcing = None Spec'd <br /> Fooling Concrete Density = 150.00 pcf Key Rein(orcing = None Spec'd <br /> M�n.As°/a = 0.0018 Oth�r Acceptab!e Sizes 8 Spacinys <br /> Caver @ Top 2.00 @ Blm= 3.00 in Tae: Nol req'd,Mu<S'Fr <br /> Heel: Nat req'd,M�<5'Fr <br /> Key Na key dePned <br /> �\ <br /> ,�a � <br /> ,:. <br /> Fete��n Pro ScB,vare.>2CC?F�'.' ..i:cetzns.Irc licenSeC to:P✓z=rardAssxia:es PLLC vnnv FeYinPo cm <br /> A.I Ri;rts Reserv=c Everett.WA 58:01 <br />