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Title: Job# Engineer. � �,,,,,� Project Desc.: ,uu�n ,.- scorr n�stlUnq strvcl�ral enyiaeers Mason SlenderWall FIe:H:1CTSENGJOBS201 211 29 9 4Panera1693-Zephyrh�7ls,FL-RAD-AP81C�cula6ons112-994-calcs.ec6 ry ENERCALC,INC.1983-2012,Build:6.129.26,Ver.6.129.26 �.��i. � DesCription: Typiql Masonry Wall DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Goveming Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ra6o = 0.3821 +0.90D+1.60W Max Mu 1.423 k-ft Phi*Mn 3.725 k-ft PASS Service Deflection Check Min.Defl.Ratio 653.88 Max Allow Ratio 150.0 D+L+W Max.Deflection 0.2569 in Max.Allow Defl. 1.120 in PASS Axial Load Check � Max Pu/Ag 13.275 psi 0.2*Pm 300.0 psi +0.90D+E Location 6.30 ft PASS Reinforcing Limit Check Controliing As/bd 0.0050 Aslbd�.1182 rho bal 0.1182 PASS Minimum Moment Check Mcracking 0.5013 k-ft Minimum Phi Mn 4.650 k-ft +1.40D Maximum Reactions .. forLoad Combination.... Top Horizontal • W Only 0.8388 k Base Horizontal D+L+W+S/2 0.2829 k Vertical Reaction D+L+Lr 1.182 k Design Maximum Combinations-Moments Axial Load Moment Values 0.6` Load Combination Pu 0.2'Pm'b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-ft in^2 +�40D at 13.53 to 14.00 0.000 20.880 0.50 0.03 0.90 3.58 0.233 0.0050 0.1182 +1.20D+0.50Lr+�.60L at 13.53 to 14.00 0.000 20.880 0.50 0.03 0.90 3.58 0.233 0.0050 0.1182 +�.20D+�.60L+O.SOS at 13.53 to 14.00 0.000 20.880 0.50 0.03 0.90 3.58 0.233 0.005o 0.1182 +�20D+1.60Lr+0.50L at 13.53 to 14.00 0.000 20.880 0.50 0.04 0.90 3.58 0.233 0.0050 0.1182 +1.20D+1.60Lr+0.80W at 6.07 to 6.53 0.946 20.880 0.50 0.72 0.90 3.78 0.233 0.0050 0.1182 +1.20D�O.SOL+1.60S at 13.53 to 14.00 0.000 20.880 0.50 0.03 0.90 3.58 0.233 0.0050 0.1182 +1.20D+�.60S+0.80W at 6.07 to 6.53 0.914 20.880 0.50 0.71 0.90 3.77 0.233 0.0050 0.1182 +1.20D+0.50Lr+0.50L+1.60W at 6.07 to 6.53 0.924 20.880 0.50 1 44 0.90 3.78 0.233 0.0050 0.1182 +1.20D+0.50L�U.SOS+1.60W at 6.07 to 6.53 0.914 20.880 0.50 1.44 0.90 3.77 0.233 0.0050 0.1182 +�.20D+0.50L+0.20S+E at 7.47 to 7.93 0.803 20.880 0.50 0.07 0.90 3.75 0.233 0.0050 0.1182 +0.90D+�,gpW at 6.07 to 6.53 0.685 20.880 0.50 1 42 0.90 3.73 0.233 0.0050 0.1182 +0.90D+E at 7.00 to 7 47 0.630 20.880 0.50 0.06 0.90 3.71 0.233 0.0050 0.1182 Design Maximum Combinations-Deflections Axial Load Moment Values Sfiffness Defledions Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ft k.-ft in^4 in"4 in^4 in D+L+Lr at 7.93 to 8.40 0.658 0.50 0.02 376.00 42.95 376.000 0.001 116039.7 D+L+W at 6.07 to 6.53 0.762 0.50 0.89 376.00 43.17 45.357 0.257 653.9 D+L+W+S/2 at 6.07 to 6.53 0.762 0.50 0.89 376.00 43.17 45.357 0.257 653.9 D+L+S+W/2 at 6.53 to 7.00 0.731 0.50 0.44 376.00 43.10 376.000 0.029 5,864.1 D+L+S+E!1 4 at 7.00 to 7.47 0.700 0.50 0.05 376.00 43.04 376.000 0.004 47,693.0 D+0.5(L+Lr)+0.7W at 6.07 to 6.53 0.772 0.50 0.62 376.00 43.19 53.640 0.089 1,884.4 D+0.5(L+Lr)+0.7E at 7.00 to 7.47 0.710 0.50 0.05 376.00 43.06 376.000 0.004 45,297.5 Reactions-Vertical 8�Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.00 k 1 162 k S Only 0.0 k 0.00 k 0.000 k W Ony 0.3 k 0.84 k 0.000 k E Onty 0.0 k 0.02 k 0.000 k D+L+Lr 0.0 k 0.00 k 1182 k D+L+S 0.0 k 0.00 k 1.162 k