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Project, Advent Health 00 <br /> ROSS BRYAN ASSOCIATES, INC. Sheet No. 6 of 7 <br /> Model 6B/DE-48-NIL/IL-150 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: Oplain= 0.6 ACI 318-14 <br /> (1) = 0.75 ACI318-14 <br /> (Db= 0.9 ACI 318-14 <br /> ftC = 2500 psi Pedestal Width = 0 ft Pedastal Height= 0 ft <br /> pa = 150 psf/ft Pedestal Length= 0 ft Overburden = 1.083 ft <br /> qa= 2000 psf <br /> Total Service Wind Load: P,N= 0.51 kips <br /> Total Service Moment at Base: M = 1.62 k-ft <br /> Rectangular Spread Foundation: <br /> Length = 3 ft. Width= 3 ft. Depth= 2.5 ft. <br /> Dead Load, Pd= 4.51 kips <br /> Overturning Moment, M.= 3.69 k-ft <br /> Resistive Moment, Mr= 6.77 k-ft Mr/Mo= 1.83 > 1.5 O.K. <br /> Eccentricity,e= M/Pd= 0.36 ft. kern, k= 0.50 ft. e< k <br /> Bearing Pressure, gmax= 861.91 psf < qa= 2000 psf O.K. <br /> Moment in Footing M„= 3.50 k-ft No Reinforcing Required - Use Minimum Steel <br /> Use 4 No. 5 Bars Top and Bottom- Length. <br /> Use 4 No. 5 Bars Top and bottom-Width. <br /> Moment Capacity, (DMn= 144.72 k-ft > M„= 3.50 k-ft O.K. <br /> Check Shear,V„= N/A *See Note Below <br /> Shear Capacity, (D*V„= 24.02 kips/ft <br />