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Page 17prsie21 <br /> Project: DANIEL WELCHER REMODEL gr- -- Ait <br /> basri <br /> Location: F1-1 b2 Engineers <br /> Footing 15306 61st Place NE of <br /> [2015 International Building Code(2012 NDS)] Kenmore, WA 98028 <br /> Footing Size: 10.0 IN Wide x 10.0 IN Deep Continuous Footing With 8.0 IN Thick <br /> x 18.0 IN Tall Stemwall StruCalc Version 9.0.3.0 2/5/2019 5:51:19 PM <br /> LongitudinalReinforcement: (2) Continuous#4 Bars <br /> TransverseReinforcement: #4 Bars @ 9.00 IN. O.C. (unnecessary) <br /> Section Adequacy N/A <br /> CALCULATIONS WERE HALTED DUE TO <br /> * Footing Design Inadequate <br /> FOOTING PROPERTIES LOADING DIAGRAM 8 in <br /> Allowable Soil Bearing Pressure: Qs = 1500 psf <br /> Concrete Compressive Strength: F'c= 2500 psi <br /> Reinforcing Steel Yield Strength: Fy= 60000 psi <br /> Concrete Reinforcement Cover: c= 3 in <br /> FOOTING SIZE <br /> Width: W= 10 in <br /> Depth: Depth = 10 in <br /> Effective Depth to Top Layer of Steel: d = 6.25 in <br /> STEMWALL SIZE <br /> Stemwall Width: 8 in <br /> Stemwall Height: 18 in <br /> Stemwall Weight: 150 pcf <br /> FOOTING CALCULATIONS 10 in <br /> Bearing Calculations: <br /> Ultimate Bearing Pressure: Qu = 1396 psf <br /> Effective Allowable Soil Bearing Pressure: Qe = 1375 psf <br /> Width Required: Wreq = 0.85 ft <br /> Beam Shear Calculations(One Way Shear): <br /> Beam Shear: Vu1 = 0 lb <br /> Allowable Beam Shear: Vc1 = 5625 lb <br /> 3 in <br /> Transverse Direction: <br /> Bending Calculations: <br /> Factored Moment: Mu = 82 in-lb <br /> Nominal Moment Strength: Mn = 0 in-lb <br /> Reinforcement Calculations: 0.8333333ft <br /> Concrete Compressive Block Depth: a = 0.59 in <br /> Steel Required Based on Moment: As(1) = 0.00 in2 FOOTING LOADING <br /> Min. Code Req'd Reinf. Flex. Members (ACl-10.5.1)As(2) = 0.25 in2 Live Load: PL= 608 lb <br /> Controlling Reinforcing Steel: As-reqd = 0.25 in2 Dead Load: PD = 405 lb <br /> Selected Reinforcement: Trans: #4's @ 9.0 in. o.c. Total Load: PT= 1163 lb <br /> Reinforcement Area Provided: As = 0.25 in2 Ultimate Factored Load: Pu = 1639 lb <br /> Development Length Calculations: <br /> Development Length Required: Ld = 15 in <br /> Development Length Supplied: Ld-sup= -2 in <br /> Longitudinal Direction: <br /> Reinforcement Calculations: <br /> Min. Code Req'd Reinf. Flex. Members (ACI-10.5.1): As(2) = 0.21 in2 <br /> Controlling Reinforcing Steel: As-reqd = 0.21 in2 <br /> Selected Reinforcement: Longitudinal: (2) Cont. #4 Bars <br /> Reinforcement Area Provided: As= 0.39 in2 <br /> NOTES <br /> r\-\\ <br /> `b <br /> \-)/ <br /> - i� <br />