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I '�i <br /> i <br /> ip <br /> � Foundation <br /> � 16-1845R0 <br /> Sprea�Eootins: Soil Bearing Pressure= 2500 psf <br /> Assume 6= 6 ft H= 6 ft Lateral Pressure= 100 psf/ft <br /> Load Case: D+(Lr or S) D+.6W .6(D+W) D+OJS(.6W+(Lr or5)) K�Overtuming check <br /> Vertical load: P= 5.8 6.5 -4.0 8.7 k <br /> Late�al Load: V= 0.0 2.5 2.5 1.9 k <br /> � <br /> Col Moment: M= 0.0 49.7 49.7 37.3 k-ft <br /> � e= 0.0 1.0 1.3 OJ ft <br /> Min.Brg Press: qmin= 160 1192 746 1259 psf OK��`,��(P/B^2)(1-6e/B) <br /> I, <br /> Max.Brg Press qmax= 160 1555 464 1607 psf OK (P/B^2)(1+6e/B) <br /> �� Footing OTM: 0 52 52 39 k-ft includes column heigh+footing depth <br /> ki <br /> ,Footing Resisting: 95 97 65 103 k-ft (.6*(Foot+soil)+P)*H/2 <br /> ,A Weight of Footing and Soil: 42.93 k Depth of Soil: 3.00 ft <br /> Sprea�d Footing: Width: 6 ft X Length: 6 ft A= 36 sqft <br /> Calculate death(one wav shearl: <br /> assu�ed depth= 3 ft <br /> d= Vu x (1+sqrt[1+ 0.621xSxdxbxM/H^2]) Vu= 387501bs <br /> 0.75*2*sqrt(fc)*B 6= 6 ft <br /> d= 6.5507 in f'c= 3000 psi <br /> G <br /> Check aunchin4(two wav shear): Capacity= 1451.24569 k > 20.043 k OIC. d <br /> check for uplift: Footing= 16.2 kips Canopy DL/Col= 1.3145 kips <br /> Overburden(3.00ft soil): 26.73 k Total= 44.245 kips <br /> �;M <br /> Load Combination: .6(D+W) Uplift= 3.977 < 26.5467'kipS�,;OK <br /> ��._�_v�..:�. <br /> k <br /> � <br /> 4� <br /> � <br /> � I <br /> II� <br /> i� <br /> � <br /> Shallow Spread: Length Width Bearing Depth Qty: Rebar Mat Top&Bottom <br /> � 6.00 ft 6.00 ft 6.00 ft 6.00 #6 Each Way <br /> 4�11� aa�:io/�/ss <br /> � <br /> 4 <br />