Laserfiche WebLink
I <br /> 29 <br /> 111 <br /> Concrete Slender Wall File=P:1176001176591Ca1culationstSiructuraltPlWSouth117659south.ec6 . <br /> Software copyright ENERCALC,INC.1983-2019,Build:12.19.11.12 . <br /> I Lic.#:KW-06002611 SITTS 8 HILL ENGINEERING,INC. <br /> DESCRIPTION: Hangar Trench Wall <br /> DESIGN SUMMARY Results reported for"Strip Width"of 48.0 in <br /> Governing Load Combination... Actual Values... Allowable Values... <br /> I PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.3230 <br /> +1.20D+1.60L Max Mu 45.725 k-ft Phi*Mn 141.581 k-ft <br /> IPASS Service Deflection Check Actual Defl.Ratio L/ 72965 Allowable Defl.Ratio 150.0 <br /> +D+L Max.Deflection 0.000329 in <br /> PASS Axial Load Check Max Pu/Ag 182.062 psi Max.Allow.Defl. 0.160 in <br /> +1.20D+1.60L Location 1.833 ft 0.06*fc 240.0 psi <br /> 1 PASS Reinforcing Limit Check <br /> Actual Aslbd 0.005368 Max Allow As/bd 0.01806 <br /> Maximum Reactions... for Load Combination.... <br /> I Top Horizontal L Only 24,516.8 k <br /> Base Horizontal L Only 24,516.8 k <br /> Vertical Reaction +D+L 66.610 k <br /> Design Maximum Combinations-Moments Results reported for"Strip Width"=12 in. <br /> Axial Load Moment Values 0.6* <br /> Load Combination Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal <br /> I k k k-ft k-fl k-ft in^2 <br /> 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 <br /> +1.200+1.60L at 1.80 to 1.87 26.217 34.560 7.59 11.43 0.90 35.40 0.620 0.0054 0.0181 <br /> 1 +1.20D+0.50L at 1.80 to 1.87 8.216 34.560 7.59 3.58 0.90 30.01 0.620 0.0054 0.0181 <br /> 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 <br /> +1.20D+0.50L+E at 1.80 to 1.87 8.216 34.560 7.59 3.58 0.90 30.01 0.620 0.0054 0.0181 <br /> - 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 <br /> 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 <br /> - Design Maximum Combinations Deflections Results reported for"Strip Width"=12 in. <br /> Axial Load Moment Values Stiffness Deflections <br /> I Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio <br /> k k-ft k-ft in^4 in^4 in^4 in <br /> 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 <br /> I +D+L at 1.27 to 1.33 16.469 7.59 3.89 1,728.00 405.91 1728.000 0.000 72,964.5 <br /> +D+0.750L at 1.27 to 1.33 12.378 7.59 2.92 1,728.00 387.98 1728.000 0.000 97,286.9 <br /> 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 <br /> +D+0.750L+0.5250E at 1.27 to 1.33 12.378 7.59 2.92 1,728.00 387.98 1728.000 0.000 97,286.9 <br /> I 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 <br /> 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 <br /> L Only at 1.27 to 1.33 16.362 7.59 3.89 1,728.00 405.50 1728.006 0.000 72,964.5 <br /> 0.000 0.00 0:00 0.00 0.00 0.000 0.000 0.0 <br /> I Reactions-Vertical&Horizontal <br /> Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base <br /> 1 D Only 0.0 I, 0.00 o- 1.160 <br /> +D+L 24.5 24.52 , 66.610 k <br /> +D+0.750L 18.4 k 18.39 «. 50.248 e <br /> • +D+0.70E 0.0 K 0.00 E 1.160 <br /> +D+0.750L+0.5250E 18.4 . 18.39 F. 50.248 r <br /> +0.60D 0.0 , 0.00 k 0.696 <br /> I +0.60D+0.70E 0.0 k 0.00 F. 0.696 <br /> L Only 24.5 k 24.52 F 65.450 k <br /> I <br />