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Project:POE Marine Industrial Expansion By:KCP <br /> Location:Everett,WA Date:5/5/2021 <br /> Low-Mast Footing Design <br /> Footing Reinforcing Design <br /> Conservatively take the Max Bearing pressure and apply it over the entire footing to find the moment and shear demand <br /> LRFD Load Combinations 1.4D 0.9 0.9D+1.OW <br /> D-Dead Load 1.4 1.2 1.2 0.9 0.9 <br /> W-Wind Load 0.0 0.0 1 0.0 1.0 <br /> E-Seismic Load 0.0 1 0.0 1.0 0.0 <br /> H-Resisting Lateral Earth Pressure 0.9 0.9 0.9 0.9 0.9 <br /> +0.6W 0.6D+0.7E 0.6D+0.6W <br /> Fdriving lb 0 705 1100 705 1100 <br /> Mdr,­g (lb-ft) 0 11161 33000 11161 33000 <br /> Mres;sting (lb-ft) 1739507 1491006 1491006 1118255 1118255 <br /> Wtota; (Ib) 267617 229386 229386 172039 172039 <br /> Bearing <br /> Sum Resisting Moments (lb*ft) 1739507 1491006 1491006 1118255 1118255 <br /> Sum Driving Moments (lb*ft) 0 11161 33000 11161 33000 <br /> e=B/2-(EMa 1MD)/Wtotai ft 0.00 0.05 0.14 0.06 0.19 <br /> 1/2 Kern=B/6 ft 2.17 2.17 2.17 2.17 2.17 <br /> Is eccentricty inside kern? YES YES YES YES YES <br /> Min Bearing Pressure psf 1584 1327 1267 988 928 <br /> Max Gross Bearing Pressure psf 1584 11388 11447 11048 1 1108 <br /> Footing Demands <br /> Pbearing 1584 psf Max Bearing Pressure from above <br /> Vu-Pbearing(LFTG)/2 5146.5 Ib*ft Shear Demand on Footing <br /> Mn=V(LFTG/4) 16726.0 Ib*ft/ft Moment Demand on Footing per foot <br /> Material Properties <br /> F, 60 ksi Yield Stress of Rebar <br /> f.� 4000 psi Concrete Strength <br /> Footing Toe Design <br /> Reinforcement <br /> Bar #8 <br /> Spacing 12 in Bar Spacing <br /> dbar 1.000 in Dia of Bar <br /> Abar 0.79 in' Area of Bar <br /> A, 0.79 in'/ft Area of Steel per Foot <br /> As.M;n 0.39 inz/ft OK <br /> Flexure <br /> 0= 0.9 <br /> Cover 3 in Clear Cover of Rebar <br /> d=tfoot;ng cover-dbar*1.5= 31.50 in Depth to centroid of reinf steel <br /> b= 12 in Analyzing per foot <br /> a=A,Fy/(0.85*f'c*b)= 1.162 in <br /> EMn 4 AsFy(d-a/2)= 1319 kip*in/ft <br /> 4)Mn 109917 Ib*ft/ft <br /> D/C 0.15 OK <br /> Shear <br /> 0.75 <br /> x 1 Normal Weight Concrete <br /> 0V (4))2(A)sgrt(f'Jb,d 35.86 kips/ft <br /> D/C 0.14 OK <br /> Formulas Used: <br /> If Eccentricity is inside kern: <br /> Min Bearing Pressure P/B(1-6e/b) Trapezoidal Distribution <br /> Max Bearing Pressure P/B(1+6e/b) Trapezoidal Distribution <br /> Lbearing B Width of Footing <br /> If Eccentricity is outside kern: <br /> Min Bearing Pressure 0 <br /> Max Bearing Pressure 2(P)/(3*B/2-e) Triangular Distribution <br /> Lbearing (B/2-e)*3 Width of Triangle <br /> 12 <br />