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SWctural Design Associates, Inc. <br />�2tC tlewttt Rve. Sulte 401 <br />EvereK, WA 98201 <br />Description <br />G M <br />Title : Job M <br />pagnr. DaL: 12:53PM, 71 APR OS <br />D�twipeon : <br />Scope: <br />Code Ret ACI 318-02. 1997 UBC, 2003 IBC, 2003 NFPA 5G00 <br />Restrained Retaining Wall Desiryn <br />� Cdteria � <br />Retained Height = 9.50 ft <br />Wall height above sr,il = 0.50 ft <br />Tofal Wall Height = t0.00ft <br />Top Support Height = 70.00 ft <br />Slope Behind Wall - 0.00: 1 <br />Height of Soil over Toe = 0.00 in <br />Soil Density = 110.00 pcf <br />Wind on �tem = 0.0 Dsf <br />, Surcharge Loads � <br />Surcherge Over Heel = 0.0 Psf <br />»>NOT Used 7o Resist Sliding 8 Overtum <br />Surchatge Over Toa = 0.0 psi <br />NCT Used for Slidinp 8 OveAumi� <br />� Axlal Load Applied to Stem � <br />Axial Dead Load = 500.0Ibs <br />Axiel Live Load = 1,000.0 Ihs <br />/�Iai Load EccenUicity = OA (n <br />Total Beanng Loaa = :f,nso ro. <br />...resWtantecc. = 2.37 in <br />Soil P2ssure (d Toa = 1,429 psf OK <br />Soil Pressure @ Heel = 720 psf OK <br />NlOwabfe = f.500 psf <br />Soii Pressure Less Than Allowable <br />ACI Fectored (d Toa = 2,114 psf <br />ACI Fadomd � Heel = 1,065 psf <br />Footing Shear @ Tce = 420 psi OK <br />Footing Shear � Heel = 17.5 psi OK <br />Allowa6ie = 85.0 psi <br />ReacUonatTop = 453.8 16s <br />Reaction at Bottom = 2.482.8 Ibs <br />Slfdirt9 Calcs Slab Resists All Sliding 1 <br />Lateral Sliding Force = 2,492.8 Ibs <br />� Soil DaW � <br />Ailow Sofl Bearing = 1.500.0 psf <br />Equivalent °luid Preasure Method <br />HeelAetivePressure = 55.0 <br />Toe Adive Prassure = 55.0 <br />Pasai�re Pressuro = 250.0 <br />Footing��Soll Frietion <br />Soil helght to y�tore <br />tor passive pressurp <br />= O.J00 <br />0.00 in <br />� Unffortn Laterel Load Applled to Stem � <br />LateralL6ad = O.DiVM1 <br />•.•��BM to Top = P.00 ft <br />...Heighl to 8ottom = 0.00 ft <br />, Footing Design ResWts � <br />oe Heel <br />Factared Pressure = �2,i�id 1,065 psf <br />Mu' : Upward = 3,829 0 ft# <br />Mu`: Oownwattl = 350 569 ftaF <br />Mu: Design = 3,479 569 flak <br />Actual f-Way Sheer = 42.04 17.50 psi <br />Allow 1-Way Shear = 85.00 85.OD psl <br />Concrete Stem <br />Thickness = B.OD in py - <br />Wall Weight a 96:TPcf �c = <br />Stem is FUCED to top of foating <br />rax � <br />� Footlng Strengths 8 Dfinensfons � <br />-�.-�a� <br />Pc = 2,500 psi F� � 60.OQ0 psf <br />Min. As % = 0.0014 <br />Toe Width = 2.00 R <br />Hcel VYdth = 1.5tl <br />ToWI Footirg Ylfdth = �� <br />Foo6np Thiekness = 10.00 in <br />Key Witlth = 0.00 in <br />Key Depth = 0.00 in <br />Key Disfance Gom 7oa = 0.00 R <br />Cover � Top s 3.00 in � 8tm = 3.00 in <br />� Adjacent Foatin8 Load � <br />Adjacent Footing Load = O.O l� <br />Foating Width = 0.00 R <br />EcoeMridty = 0.00 M <br />WaN to Ftg CL Dist = 0.00 R <br />Footing Type Llne <br />ea� nbo�ee� soa _ o.o n <br />ac aau� orwen <br />60.00Op51 <br />2,500psf <br />Mmax 8ehvesn <br />� Top Support Top S Base � Baaa M Wsll <br />Stem OK Stem OK Stem OK <br />Oecig� Fwight = 10.00 R 5.42 R 0.0011 <br />Rebar Size = * 5 * 5 11 5 <br />Rebzc Spacing = 12.00 in 12.00 in 12.00 in <br />Rebar Placed at = Edge Edge Edga <br />Rebar Qepth 'd' = 4.G0 In 7S0 in 4.G6 it1 <br />Deslgn Data -- -- <br />fb/FB+(a/Fa = 0.0:7 0.249 0.980 <br />Mu...Adual � C.^ft� 2,473.Zft-B. 5.650.OiE.f <br />Mn' PhI.....Allowable = 5,7672 Mit 9,9522 rt-# 5,767.2R# <br />Shear Frnce � this heighi = O.O Ibs 3,M8.7 Ibs <br />Shear....Actuai = G.DOpsi 63.85pst <br />Shear.....Allowable = 85.�0ps( 85.00ps( <br />Rebar Lap ReqWred = 23.40 In 23.40 in <br />Rebar emhedme�t into toalin8 =� 6.00in <br />Other Aceeptable 31zes 3 Spatings: <br />Tce: None Spec'd or- i4� 15.OD'm,1�5@ 23.00 in, M6� 32.75 in, R7� 44 <br />Heel: Norre Spec'd •or- Not �'d, Mu < S' Fr <br />Key. No key defined -or- No key defi�red <br />