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Combined Footing <br />LIC# : KW-06018621, Build:20.25.09.04 KPFF (c) ENERCALC, LLC 1982-2025 <br />DESCRIPTION:Hardy Frame Footing <br />Project File: quick calc.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />DESIGN SUMMARY Design OK <br />Governing Load CombinationFactor of Safety Item Applied Capacity <br />PASS 0.8352 Soil Bearing 2.222 ksf 2.660 ksf +0.60D+0.70E <br />PASS 1.095 Overturning 32.368 k-ft 35.444 k-ft +0.60D+0.70E <br />PASS No Sliding Sliding 0.0 k 45.085 k No Sliding <br />PASS 1.793 Uplift 8.092 k 14.512 k +0.60D+0.70E <br />Utilization Ratio Item Applied Capacity Governing Load Combination <br />PASS 0.01014 Flexure - Right of Col #2 - Top <br />Flexure - Left of Col #1 - Top 0.0 k-ft <br />0.03276 Flexure - Left of Col #1 - Bottom 10.207 k-ft <br />+1.20D+E <br />PASS <br />311.536 +0.90D+E <br />PASS <br />k-ft <br />Flexure - Between Cols - Top 311.536-2.902 k-ft0.009314 <br />+0.90D+E <br />k-ft <br />Flexure - Between Cols - Bottom 10.413 k-ft0.03342 311.536 k-ft <br />-3.157 k-ft 311.536 k-ft +1.20D+E <br />PASS 0.005436 Flexure - Right of Col #2 - Bottom 1.694 k-ft 311.536 k-ft +1.20D+1.60Lr <br />PASS 0.1369 1-way Shear - Col #1 5.204 psi 38.030 psi +0.90D+E <br />PASS 0.1369 1-way Shear - Col #2 5.204 psi 38.030 psi +0.90D+E <br />PASS 0.02671 2-way Punching - Col #1 4.006 psi 150.0 psi +0.90D+E <br />2-way Punching - Col #2 4.760 psi 150.0 psi +1.20D+E <br />No Tension N/APASS <br />PASS <br />0.0 k-ft <br />PASS 0.03173 <br />Soil Bearing <br />Eccentricity Actual Soil Bearing Stress Actual / Allow <br />Total Bearing @ Left Edge @ Right Edgefrom Ftg CL Allowable RatioLoad Combination... <br />D Only 10.70 0.45 0.45 2.66 0.168k ft ksf ksf ksf0.000 <br />+D+Lr 12.70 0.53 0.53 2.66 0.199k ft ksf ksf ksf0.000 <br />+D+0.750Lr 12.20 0.51 0.51 2.66 0.191k ft ksf ksf ksf0.000 <br />+D+0.70E 10.70 1.20 0.00 2.66 0.450k ft ksf ksf ksf-1.513 <br />+D+0.5250E 10.70 0.95 0.00 2.66 0.359k ft ksf ksf ksf-1.134 <br />+0.60D 6.42 0.27 0.27 2.66 0.101k ft ksf ksf ksf0.000 <br />+0.60D+0.70E 6.42 2.22 0.00 2.66 0.835k ft ksf ksf ksf-2.521 <br />Moments about Left Edge Moments about Right Edgek-ft k-ft <br />Overturning Stability <br />Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio <br />D Only 0.00 0.00 999.000 0.00 0.00 999.000 <br />+D+Lr 0.00 0.00 999.000 0.00 0.00 999.000 <br />+D+0.750Lr 0.00 0.00 999.000 0.00 0.00 999.000 <br />+D+0.70E 32.37 48.28 1.492 16.18 64.47 3.983 <br />+D+0.5250E 24.28 44.24 1.822 12.14 56.38 4.645 <br />+0.60D 0.00 0.00 999.000 0.00 0.00 999.000 <br />+0.60D+0.70E 32.37 35.44 1.095 16.18 51.63 3.190 <br />Sliding Stability <br />Load Combination... Sliding Force Resisting Force Sliding SafetyRatio <br />D Only 0.00 45.09 999kk <br />+D+Lr 0.00 45.69 999kk <br />+D+0.750Lr 0.00 45.54 999kk <br />+D+0.70E 0.00 45.09 999kk <br />+D+0.5250E 0.00 45.09 999kk <br />+0.60D 0.00 43.80 999kk <br />+0.60D+0.70E 0.00 43.80 999kk <br />As Req'd <br />Z-Axis Footing Flexure - Maximum Values for Load Combination <br />TensionDistance <br />Actual As Mu / PhiMn <br />(in^2)(ft-k) (ft-k)(ft) (in^2) <br />byMu from left Side <br />Governed <br />Phi*MnLoad Combination... <br />+0.60D+0.70E 0.000 0.000 0 0.000 0 0.000 0.000 0.000 <br />+0.60D+0.70E 0.000 0.015 0 0.000 0 0.000 0.000 0.000 <br />+0.60D+0.70E 0.000 0.030 0 0.000 0 0.000 0.000 0.000 <br />+0.60D+0.70E 0.000 0.045 0 0.000 0 0.000 0.000 0.000 <br />+0.90D+E 0.017 0.060 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.000 <br />+0.90D+E 0.026 0.075 Bottom 2.592 ACI 7.6.1.1 2.640 311.536 0.000 <br />Page 21