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3tructurel Design Aasoci-tee, Inc. <br />z21a !4ewdtt Awe, suia: 49h <br />Everett, WA 98201 <br />7fys : Job r <br />psyir. Gah: 10:05AM, 11 APR 05 <br />�P�^ � <br />8cops : <br />Code Ret ACI 31&02, 1997 UBC, 2003 18C, 2003 NFPA 5000 <br />Cantifevered Retaining Wall Design <br />I Criteria A <br />Refained He(qht - t0.00ft <br />'Nuil height above soil = 0.50 R <br />Sbpe Behlnd Weit = 0.00: 1 <br />Height M Soll wer Toa = U.00 ln <br />Soil Densily = 110.00 Dcf <br />Wind on Stem = 0.0 psf <br />; Axial�Load Ap�plied to Stem � <br />� Desi�n Summary � <br />� <br />Total H�aring Load = 5,889 IGs <br />...resutlant ecc. = 9.75 in <br />son ��,re � roa = �.92s psr ac <br />Shc Preasura � liael = 884 Pst OK <br />Albwabk - 2.000 pat <br />Soil Pressure Less Than Allowable <br />ACI FaGared � Tce = 2.214 psf <br />AC( FactoteQ � Heel = 1.01? psf <br />foodnp Shear � Toe = 27.0 pei OK <br />Foptinp SI�eN � HlCI = 4i.3 psi OK <br />Apowable = ES.D pst <br />YYaH SMbHilp RaBo� <br />Overtuming ' 2.09 OK <br />SI�fitS = WR <br />Siiding Calea Slab Resists All Sliding I <br />LeMra� Sliding Force = 2,117.51Es <br />�Footing Design Results � <br />7oe Heel <br />Factored Pressure = 2,214 1,017 psf <br />Mu': UpwaM = 5,064 0�1[aM <br />Mu' : Downwarcl = 532 3,729 ft-A� <br />5W: Qesign = (.535 $7ZSR-iF <br />P.ctual t-Way Shear n 27.07 41.35 psi <br />airow t-wey srrear = es.00 as.00 vs� <br />Toe Reinforcing = None Spec'd <br />Heel Reinforcing = F(one Spec'd' <br />Key Relnforcing = None Specd <br />Soil Data � <br />���v��� <br />P.Ikw SoG 8earinp = Z,000.0 psf <br />Eqt��rvalen5 Flufd� Ptl�s4utB Mefhod�- <br />Hee1AtLMeP�ame � 35.E1pa11R <br />Too. Actb.tt Vmssu[c = 35.Q PW1R <br />?aea!u� Preseuro � 250.0 ps1/R <br />Wekrfieight ovn h^el = �.0 ft <br />Footlnp��Soil Fridion <br />Shc I�ht lo qnore <br />for pasaive pressure <br />= 0.30Q <br />= 0.00 in <br />Pagr t <br />j Footing Strengths & Dimensions � <br />tc = 2,500 psi FY = �.�Ds� <br />/dm. Rs % � Q.OQf� <br />Toe Width � 2.251t- <br />M99ttlWdCa = 2.00 <br />Tofal �ootin9 Widh = �3S <br />Foelig 7'hidtt�e» � 5200 b <br />KeYIRlWIN� = O.00in <br />Keypeplh � �.OGM. <br />Key D(stante hom Toi v 0.00 R <br />Cover �Top m 3.00 in � B6n.a 3.D0 in <br />Axial Dead�Coad� = 500.OIbs Axiel Load Eaenficity� = O.Oin <br />Axial Live Load = 1,000.0 IDa <br />--- <br />� Stem Construction i ro� stm+ -_ - --- -- <br />Slem OK <br />Oeelpn height Il � 0.00 <br />Wall Matedal Above'HY = Coruate <br />Thidcness e 10.00 <br />Rebar S"w � �► 5 <br />RebnrSpaang = iT.6.'f- <br />ReDar Rsoed a[ = Edpe <br />D�eipn Deh� <br />mIF6 + falFa = o2.tT <br />Totel Force @ Sectinn Ibs= �2,9T5.0 <br />MomanL...Actuel Ra1= 9,916.7 <br />MomeM....Allowabh = 11,i52.8 <br />Shear....Actual pN= 30.3 <br />$�1lGf..../U�01MebiQ {13�a 8$.� <br />Bar DecMa�RBE)tfE HG er= 23.4tt <br />BarLap/Hook 3ELOW Ht. m= 8.N <br />VV�taNNleigfit = iRf.B <br />Rebar Depth '8 in = 8.19 <br />Kponry Defa <br />ryn psl= <br />Fs ps+= <br />Solid Grouting a <br />6Peda� (nspeUial = <br />ModularRatio'n' _ <br />SBatTemrFactor = <br />EquN. Salld Thlck. _ <br />Masonry Block Type = Nortnal Wetpht <br />Con:rete Data <br />Pc psz= 2,50tr.@ <br />Fy pai= 60,000.0 <br />OMer AeapaWa SMs 6 Sp�dnps <br />Toe: Ad� 70.00 fn, R5� 15.5�J in, A6� 22.00 In, A7� 30.00 in, tB� 39.50 In, /9� f <br />Ne9t: N4� 12.25 tn. �15� 19.00 M. i18� 27.00 In, A7� 36.75 in, A� 46.25 M, N9� �. <br />Key: No key defined <br />