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Column Condition Vu Vc Vu/(φ*Vn) <br />Footing [Kip][Kip] <br />--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />column 1 D85 - 1 40.42 1071.05 0.050 <br />--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />Pedestal design <br />Reinforcement: <br />Pedestal Asreq Asprov Asreq/Asprov <br />[in2][in2] <br />---------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />1 6.82 7.04 0.97 <br />---------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />Biaxial bending: <br />Pedestal Condition Muxx Muzz φ*Mnxx φ*Mnzz Mc/(φ*Mn) <br />Footing [Kip*ft][Kip*ft][Kip*ft][Kip*ft] <br />--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />1 D193 - 1 -30.15 -118.65 -69.33 -272.86 0.43 <br />--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />Axial: <br />Pedestal Condition Pu φ*Pn Pu/(φ*Pn) <br />Footing [Kip][Kip] <br />--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />1 D193 - 1 38.26 -1711.31 0.10 <br />--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />Shear: <br />Pedestal 1: <br />S provided :10.00 [in] <br />S required :10.13 [in] <br />Condition Dir.Vu Vc Vs φ*Vn Vu/(φ*Vn) <br />[Kip][Kip][Kip][Kip] <br />--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />D193 x 32.96 78.82 53.46 99.21 0.33 <br />D193 z 8.62 80.79 57.92 104.03 0.08 <br />--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />Notes <br />* Soil under the footing is considered elastic and homogeneous. A linear soil pressure variation is assumed. <br />* The required flexural reinforcement considers at least the minimum reinforcement <br />* The design bending moment is calculated at the critical sections located at the support faces <br />* Only rectangular footings with uniform sections and rectangular columns are considered. <br />* The nominal shear strength is calculated in critical sections located at a distance d from the support face <br />* The punching shear strength is calculated in a perimetral section located at a distance d/2 from the support faces <br />* Transverse reinforcement is not considered in footings <br />* Values shown in red are not in compliance with a provision of the code <br />*qprom = Mean compression pressure on soil. <br />*qmax = Maximum compression pressure on soil. <br />*∆max = maximum total settlement (considering an elastic soil modeled by the subgrade reaction modulus). <br />* Mn = Nominal moment strength <br />Page12 <br />15.66 <br />2350 S Pullman St - <br />Phase I3/4/2025