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Project; Advent Health ROSS BRYAN ASSOCIATES, INC. Sheet No. 6 of 7 <br /> Model L-6-IL/NIL-150 CONSULTING ENGINEERS Job No. 184652 <br /> By EOS tL- 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: mpiain= 0.6 ACI 318-14 <br /> = 0.75 ACI 318-14 <br /> mb= 0.9 ACI 318-14 <br /> PC = 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,= 1.78 kips <br /> Total Service Moment at Base: M = 7.67 k-ft <br /> Rectangular Spread Foundation: <br /> Length = 5 ft. Width = 4 ft. Depth= . 2.5 ft. <br /> Dead Load, Pd= 10.33 kips <br /> Overturning Moment, Mo= 14.95 k-ft <br /> Resistive Moment, M,= 25.83 k-ft Mr/Mo= 1.73 > 1.5 O.K. <br /> Eccentricity, e= M/Pd= 0.74 ft. kern, k= 0.83 ft. e< k <br /> Bearing Pressure, gmax= 976.71 psf < qa= 2000 psf O.K. <br /> Moment in Footing Mu= 13.96 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,mMn= 181.11 k-ft > M„= 13.96 k-ft O.K. <br /> Check Shear,V„= 0.44 kips/ft <br /> Shear Capacity, m*V„= 24.02 kips/ft > Vu = 0.44 kips/ft O.K. <br />