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Projoct Advent Health ROSS BRYAN ASSOCIATES, INC. Sheet No. 6 of 7 <br /> gbdel M-6-NIL/IL-1S0 CONSULTING ENGINEERS Job No. 184652 <br /> By EOS NASHVILLE,TN Date 9/27/18 <br /> CHECK FOUNDATIONS: <br /> LRFD Load Combinations: 1.21)+W ASCE 7-10,Section 2.3 <br /> Resistance Factors: mpia;n= 0.6 ACI 318-14 <br /> (Dv= 0.75 ACI 318-14 <br /> (Db= 0.9 ACI 318-14 <br /> f'c = 2500 psi Pedestal Width = 0 ft Pedastal Height= 0 ft <br /> Pa = 150 psf/ft Pedestal Length = 0 ft Overburden = 1.08 ft <br /> qa= 2000 psf <br /> Total Service Wind Load: P,N= 1.49 kips <br /> Total Service Moment at Base: M = 6.43 k-ft <br /> Rectangular Spread Foundation: <br /> Length = 5 ft. Width = 4 ft. Depth = 2.5 ft. <br /> Dead Load, Pd= 10.21 kips <br /> Overturning Moment, Mo= 12.53 k-ft <br /> Resistive Moment, Mr= 25.52 k-ft M,/Mo= 2.04 > 1.5 O.K. <br /> Eccentricity, e= M/Pd= 0.63 ft. kern, k= 0.83 ft. e< k <br /> Bearing Pressure, gmax= 896.19 psf < qa= 2000 psf O.K. <br /> Moment in Footing M„= 13.31 k-ft No Reinforcing Required - Use Minimum Steel <br /> Use 5 No. 5 Bars Top and Bottom- Length. <br /> Use 6 No. 5 Bars Top and bottom-Width. <br /> Moment Capacity, (DMa= 181.11 k-ft > Mu= 13.31 k-ft O.K. <br /> Check Shear,V„= � 0.40 kips/ft <br /> Shear Capacity, (D*V„= 24.02 kips/ft > Vu = 0.40 kips/ft O.K. <br />