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*Project:Mike Wilkinson page <br /> Location:36X36X10 FTG @ STAIRS/GARAGE MAN DR C AmericanHomePlanners <br /> Footing �s .-r'` 2812 Colby Avenue of <br /> [2015 International Building Code(2012 NDS)] Everett WA 98201 <br /> Footing Size:3.0 FT x 3.0 FT x 10.00 IN <br /> Reinforcement:#4 Bars @ 5.90 IN,O.C.EIW/(6)min. StruCalc Version 9.0.2.5 7/12/2018 5:13:17 PM <br /> \Section Adequacy N/A <br /> • CALCULATIONS WERE HALTED DUE TO <br /> *Footing Design Inadequate <br /> FOOTING PROPERTIES LOADING DIAGRAM <br /> Allowable Soil Bearing Pressure: Qs= 1500 psf <br /> Concrete Compressive Strength: F'c= 2500 psi <br /> Reinforcing Steel Yield Strength: Fy= 40000 psi <br /> Concrete Reinforcement Cover: c= 3 in <br /> FOOTING SIZE <br /> Width: W= 3 ft <br /> Length: L= 3 ft <br /> Depth: Depth= 10 in <br /> Effective Depth to Top Layer of Steel: d= 6.25 in <br /> COLUMN AND BASEPLATE SIZE <br /> Column Type: Steel <br /> Column Width: m= 4 in <br /> Column Depth: n= 4 in <br /> Baseplate Width: bsw= 6 in <br /> Baseplate Length: bsl= 6 in <br /> FOOTING CALCULATIONS <br /> —4 In-1 <br /> Bearing Calculations: <br /> Ultimate Bearing Pressure: Qu= 1265 psf — — — - — -- — --- <br /> Effective Allowable Soil Bearing Pressure: Qe= 1375 psf <br /> Required Footing Area: Areq= 8.28 sf <br /> Area Provided: A= 9.00 sf 10 in <br /> Baseplate Bearing: f -- a — —' a— <br /> Bearing Required: Bear= 16381 lb <br /> Allowable Bearing: Bear-A= 99450 lb a In <br /> Beam Shear Calculations(One Way Shear): <br /> Beam Shear: Vu1 = 4209 lb F -- — 9n— — — <br /> Allowable Beam Shear: Vc1 = 16875 lb <br /> Punching Shear Calculations(Two Way Shear): FOOTING LOADING <br /> Critical Perimeter: Bo= 45 in Live Load: PL= 6800 lb <br /> Punching Shear: Vu2= 14781 lb Dead Load: PD= 4584 lb <br /> Allowable Punching Shear(ACI 11-35): vc2-a= 63281 lb Total Load: PT= 11384 lb <br /> Allowable Punching Shear(ACI 11-36): vc2-b= 79688 lb Ultimate Factored Load: Pu= 16381 lb <br /> Allowable Punching Shear(ACI 11-37): vc2-c= 42188 lb Weight to resist uplift w/1.5 F.S.: U.R.= 725 lb <br /> Controlling Allowable Punching Shear: vc2= 42188 lb <br /> Bending Calculations: <br /> Factored Moment: Mu= 54660 in-lb <br /> Nominal Moment Strength: Mn= 251888 in-lb <br /> Reinforcement Calculations: <br /> Concrete Compressive Block Depth: a= 0.62 in <br /> Steel Required Based on Moment: As(1)= 0.25 in2 <br /> Min.Code Req'd Reinf.Flex.Members(ACI-10.5.1): As(2)= 1.13 in2 <br /> Controlling Reinforcing Steel: As-reqd= 1.13 in2 <br /> Selected Reinforcement: #4's @ 5.9 in.o.c.e/w(6)Min. <br /> Reinforcement Area Provided: As= 1.18 in2 <br /> Development Length Calculations: <br /> Development Length Required: Ld= 15 in <br /> Development Length Supplied: Ld-sup= 12.5 in <br /> NOTES <br />