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�trvcturet Design Associates, lnc. <br />Y110 Mawkt �4re� StdSt aQ: <br />Everett, WA 98201 <br />Z� <br />litla : Job f <br />payiv: DaOa: t0:O6AM, 11 APR OS <br />DN:aiptlo� : <br />9eopr: <br />Code Ret A(,. St&q2, 1997 UBC, 2003 18C, 2003 NFPA 5000 <br />Cantilevered Retaining Wall Design <br />� Criterfa R <br />ReUinedHeipht ' 12.00P <br />Wall heipM above soll = 0.50R <br />Sbpe Behlnd Wali = 0.00: 1 <br />Fieight of Soll ovar � oa • O.00 ln <br />Soil 0ensity - 110.00 pd <br />Wind on Stem = U.0 psf <br />� Axiai Load Applied to Stem ` <br />; Design Summary p <br />Total Beering Load = 9,2351Ds <br />...resuttant ecc. = 2.79 In <br />3dtPressure���T� = t,B7T psR OK <br />SoU Ptaa4wa (� FiaW ' t�118 pat OK <br />AlbwobW n 2.000 pat <br />Soil Pressure Less Than Ailowable <br />ACI FaGored � Tce = 2,125 psf <br />ACf Fe�orod � Heef = i,168 psf <br />footing Shear �Q Toe = 35.1 psi OK <br />FOOling5luar�Heef = 65.fpsiOK <br />Altowab� = BD.CVst <br />VYaN SlabHtyr Ratles <br />pvartuming = 2.36 OK <br />� _ � <br />Sliding Caics Slab Resists All Sliding 1 <br />Lataral Sf�ng Forca = 2,95T.S IDs <br />LFooting Design Results � <br />ss� <br />Toe Heel <br />Fadored Pressure = 2,125 7,266 psf <br />pAo' : Upward � 7,495 0 R�+k <br />Mu' : Uownward = 794 8,469 ft�F <br />Mu: Design = 6,7tTf B,s6�3R� <br />Actual 1•Way Shear = 35.15 65.10 psi <br />RRow T-Way ufroer = 85 Q6� BS.OU psi <br />Toe Refntorcing = None Spec'd <br />Heef Reinforcing = Noae Spec`d <br />Key Reinforcing = None Spec'd <br />Soil DaW �� <br />Aswv SWI Beeriiq = 2.00OA psf <br />Equhnbn[ Ffuid Preesure MevaQ <br />r�e���w�e - �,.o-� <br />TosAdiwPruWua � 35.6paflM1 <br />Peaahro Pmsame � 250.0 psfAt <br />Weler heigM over heei = V.0 R <br />Footinp��Soil Fridion <br />SoN heipht ro tpnwe <br />Mr paasive pressure <br />= 0.300 <br />= 0.0� in <br />Ppa } <br />Footing Strengths & Dimensfons � <br />fc = 2.SOD pei Fy = K'.000pN <br />fdm. /4 % • Q.OUff <br />Toe Width = 2.7d1F <br />MeOtWldth� = 2.T-J� <br />TaW Gootirg VWd1A = —3.35� <br />fedinQTlfidene�. - 12➢Qfn <br />�� <br />�K �* <br />Ksy � trom Toa <br />Cover � Top = 3.00 In <br />Axlat �ead Load = 500.0 los /ixiat Loed EoeentrieRy <br />Axiat Live Load = 7,000.0 IDs <br />� Stem Construction � 1��^ -- <br />Sl�n OK <br />DeslpnlielpM R= O.OD <br />Wall MaterialAbove "Ftt" = Concreta <br />Thickness = 12•� <br />ftebar 5ize = i 5 <br />RebarSPaeing = H:QQ- <br />ReDar('-IBCede( = Edpe <br />DesFptDela — -- <br />ELFB � hlFa = 0.es0 <br />Totel Forca � SecGon Ibs = �,284.0 <br />MumenL...Actual 4af= 77.136.0 <br />Moment....AllowaSle = 20,169.2 <br />Shear.....Actual pal' 35.D <br />Sheer....Allownble psi= &5.0 <br />BarDe�AB4VEHG- bs=� 214Si <br />Bar Lap/Hook OELOW Ht. m= B.B4 <br />WaRYVeigfit = f45.6� <br />Rebar Depth 'd' � fn= 70.19 <br />�aaonry Date <br />hn psi= <br />Fs psf= <br />Solid Grouting = <br />gpecie� Irnpee6on a <br />MalularRatio'n' _ <br />STrorf Tmm Fadis- _ <br />Equlv. SoNd Thick. = <br />Masonry Bfod Type = Normaf WeipM <br />Conerem Datn — - - <br />r� vs�= z:sao.a <br />Fy Pei` 60.000.0 <br />= P:WAT <br />� QBQM <br />s Q0G1t <br />� Bhr..= 3.00 in <br />= O.Q hf <br />ONer Atta�XaWe SWt 6 Sprelnps <br />Toe: p4� 6.751n, fF5� f 0.50 In, A6� 14.75 tn, #7� 20.25 In, it8(� 28.501n, A9Q 39 <br />r�eee na� s.so m. � e.zs n+. ��i.m m, ��s.00 m. � zi.00 m, � ze. <br />Key: No Y,ey deBned <br />