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Project Advent Health 000 <br /> ROSS BRYAN ASSOCIATES, INC. Sheet No. 6 of 7 <br /> Model" •AHS-L-S-IL-150 CONSULTING ENGINEERS Job No. 184652 <br /> ray EOS 913 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: (Dpiain= 0.6 ACI 318-14 <br /> 0„= 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: PW= 1.24 kips % <br /> Total Service Moment at Base: M = 4.65 k-ft <br /> Rectangular Spread Foundation: <br /> Length = 4 ft. Width= 4 ft. Depth = 2.5 ft. <br /> Dead Load, Pd= 8.16 kips <br /> Overturning Moment, Mo= 9.71 k-ft <br /> Resistive Moment, Mr= 16.32 k-ft Mr/Mo= 1.68 > 1.5 O.K. <br /> Eccentricity, e= M/Pd= 0.57 ft. kern, k= 0.67 ft. e< k <br /> Bearing Pressure, gmax= 945.65 psf < qa= 2000 psf O.K. <br /> Moment in Footing Mu= 8.73 k-ft No Reinforcing Required- Use Minimum Steel <br /> Use 5 No. 5 Bars Top and Bottom - Length. <br /> Use 5 No. 5 Bars Top and bottom -Width. <br /> Moment Capacity, (DMn= 181.11 k-ft > Mu= 8.73 k-ft O.K. <br /> Check Shear,V„= N/A *See Note Below <br /> Shear Capacity,(D*V„= 24.02 kips/ft <br />