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14 I <br /> Concrete Slender Wall File=P:11 7 6 0 011 7 6 591Calculations\Structural\PIWSouth117659South.ec6 . I <br /> Software copy'!ht ENERCALC,INC.1983.2020,Build:12.20.1.31 . <br /> Lic.#:KW-06002611 SITTS&HILL ENGINEERING,INC. <br /> DESCRIPTION: Exterior 3'x2'Trench Wall I <br /> DESIGN SUMMARY Results reported for"Strip Width"of 48.0 in <br /> Governing Load Combination... Actual Values... Allowable Values... I <br /> PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.4011 <br /> +1.20D+1.60L Max Mu -11.106 k-ft Phi*Mn 27.689 k-ft <br /> PASS Service Deflection Check Actual Defl.Ratio U 16395 Allowable Defl.Ratio 150.0 <br /> +D+L Max.Deflection 0.002928 in 12 for Cantilever <br /> PASS Axial Load Check Max Pu/Ag 86.828 psi Max.Allow.Defl. 0.320 in <br /> +1.20D+1.60L Location 0.03333 ft 0.06*fc 270.0 psi <br /> PASS Reinforcing Limit Check I <br /> Actual As/bd 0.008611 Max Allow As/bd 0.01972 <br /> Maximum Reactions... for Load Combination.... <br /> Top Horizontal 0.0 0.0 k <br /> Base Horizontal +D+L 0.0 k <br /> Vertical Reaction +D+L 21.573 k <br /> Design Maximum Combinations-Moments Results reported for"Strip Width"=12 in. I <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 /> k k k-ft k-ft k-ft inA2 <br /> 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 <br /> +1.20D+1.60L at 0.00 to 0.07 0.000 25.920 3.58 2.78 0.90 6.92 0.413 0.0086 0.0197 <br /> +1.20D+0.50L at 0.00 to 0.07 0.000 25.920 3.58 0.87 0.90 6.92 0.413 0.0086 0.0197 <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 0.00 to 0.07 0.000 25.920 3.58 0.87 0.90 6.92 0.413 0.0086 0.0197 <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 I <br /> Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. <br /> Axial Load Moment Values Stiffness Deflections <br /> Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio I <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 /> +D+L at 1.93 to 2.00 0.000 3.58 0.00 512.00 33.97 512.000 0.003 16,394.6 <br /> +D+0.750L at 1.93 to 2.00 0.000 3.58 0.00 512.00 33.97 512.000 0.002 21,862.5 I <br /> 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 <br /> +D+0.750L+0.5250E at 1.93 to 2.00 0.000 3.58 0.00 512.00 33.97 512.000 0.002 21,862.5 <br /> 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 1.93 to 2.00 0.000 3.58 0.00 512.00 33.97 512.000 0.003 16,394.7 <br /> 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 I <br /> Reactions-Vertical&Horizontal <br /> Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base <br /> D Only 0.0 K. 0.00 k 0.773 <br /> +D+L 0.0 k 0.00 k 21.573 <br /> +D+0.750L 0.0 k 0.00 F 16.373 <br /> +D+0.70E 0.0 , 0.00 ., 0.773 <br /> +D+0.750L+0.5250E 0.0 F. 0.00 k 16.373 F I <br /> +0.60D 0.0 F 0.00 ,, 0.464 i. <br /> +0.60D+0.70E 0.0 K 0.00 , 0.464 <br /> L Only 0.0 k 0.00 o- 20.800 <br /> I <br />