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Project Advent Health ROSS BRYAN ASSOCIATES, INC. Sheet No. 6 of 7 <br /> Model' P/PE-15-NIL/IL-150 CONSULTING ENGINEERS Job No. 184652 <br /> B EOS f13 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: Opiain= 0.6 ACI 318-14 <br /> 0„= 0.75 ACI 318-14 <br /> Ob= 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 = 0.83 ft <br /> qa= 2000 psf <br /> Total Service Wind Load: P,N= 3.29 kips <br /> Total Service Moment at Base: M = 30.47 k-ft <br /> Rectangular Spread Foundation: <br /> Length= 8 ft. Width = 4 ft. Depth= 3.25 ft. <br /> Dead Load, Pd= 20.77 kips <br /> Overturning Moment, M,,= 45.56 k-ft <br /> Resistive Moment, Mr= 83.09 k-ft Mr/Mo= 1.82 > 1.5 O.K. <br /> Eccentricity, e= M/Pd= 1.47 ft. kern, k= 1.33 ft. e>k <br /> Bearing Pressure,gmax= 1366.78 psf < %= 2000 psf O.K. <br /> Moment in Footing Mu= 47.31 k-ft <br /> Use 6 No. 5 Bars Top and Bottom- Length. <br /> Use 11 No. 5 Bars Top and bottom-Width. <br /> Moment Capacity, OMn= 291.13 k-ft > M„= 47.31 k-ft O.K. <br /> Check Shear,V„= 2.18 kips/ft <br /> Shear Capacity, (D*V„ = 32.12 kips/ft > Vu= 2.18 kips/ft O.K. <br />