2017 - 00197 - addn/remodel/repair

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Dynamic Structures,PC Project Title: Downing Residence www.dynamicstructurespc.com Engineer: CB/DS Project ID: 209.116.003 Project Descr: Ridge beam and 1st floor joists Printed.6 JUN 2017,10:30AM Masonry Slender Wall File=C:IDSPCPR-11KLARDI-11209116-1.0031Cakslcaks.ec6 y ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 Lic.#:KW-06008989 Licensee:Dynamic Structures,PC Description: SW lower level lintel jamb-Full ht core DESIGN SUMMARY Results reported for"Strip Width"of 8.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.2199 +1.20D+0.50Lr+0.50L+W Max Mu 0.6803 k-ft Phi*Mn 3.094 k-ft PASS Service Deflection Check Actual Defl.Ratio L/ 1,216 Allowable Defl.Ratio 150 W Only Max.Deflection 0.07896 in PASS Axial Load Check Max Pu/Ag 22.513 psi Max.Allow.Defl. 0.640 in +1.20D+0.50L+0.50S+W Location 4.133 ft 0.2*f m 300.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.006557 As/bd007367 rho bal 0.008067 Maximum Reactions... for Load Combination.... Top Horizontal W Only 0.320 k Base Horizontal W Only 0.320 k Vertical Reaction +D+0.750L+0.750S+0.5250E 1.281 k Design Maximum Combinations-Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6* Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-tt k-ft k-ft in^2 +1.40D at 7.73 to 8.00 0.976 27.360 0.59 0.07 0.90 4.54 0.300 0.0066 0.0075 +1.200+0.50Lr+1.60L at 7.73 to 8.00 1.371 27.360 0.59 0.19 0.90 4.62 0.300 0.0066 0.0076 +1.200+1.60L+0.50S at 7.73 to 8.00 1.483 27.360 0.59 0.19 0.90 4.64 0.300 0.0066 0.0077 +1.200+1.60Lr+0.50L at 7.73 to 8.00 1.437 27.360 0.59 0.10 0.90 4.63 0.300 0.0066 0.0077 +1.20D+1.60Lr+0.50W at 4.00 to 4.27 1.693 27.360 0.59 0.51 0.90 4.68 0.300 0.0066 0.0078 +1.200+0.50L+1.60S at 7.73 to 8.00 1.797 27.360 0.59 0.10 0.90 4.70 0.300 0.0066 0.0078 +1.200+1.60S+0.50W at 4.00 to 4.27 2.053 27.360 0.59 0.51 0.90 4.75 0.300 0.0066 0.0079 +1.20D+0.50Lr+0.50L+W at 4.00 to 4.27 1.483 27.360 0.59 1.02 0.90 4.64 0.300 0.0066 0.0077 +1.200+0.50L+0.50S+W at 4.00 to 4.27 1.596 27.360 0.59 1.02 0.90 4.66 0.300 0.0066 0.0077 +1.20D+0.50L+0.70S+E at 5.07 to 5.33 1.593 27.360 0.59 0.14 0.90 4.66 0.300 0.0066 0.0077 +0.90D+W at 4.00 to 4.27 0.910 27.360 0.59 0.99 0.90 4.53 0.300 0.0066 0.0075 +0.90D+E at 4.53 to 4.80 0.870 27.360 0.59 0.10 0.90 4.52 0.300 0.0066 0.0075 Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections 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 Only at 4.53 to 4.80 0.966 0.59 0.03 443.30 49.62 443.300 0.001 161954.5 +D+L at 4.53 to 4.80 1.206 0.59 0.08 443.30 50.04 443.300 0.002 62,267.3 +D+Lr at 4.53 to 4.80 1.266 0.59 0.03 443.30 50.15 443.300 0.001 161880.3 +1J+S at 4.53 to 4.80 1.491 0.59 0.03 443.30 50.54 443.300 0.001 161824.6 +D+0.750Lr+0.750L at 4.53 to 4.80 1.371 0.59 0.06 443.30 50.33 443.300 0.001 73,570.1 +D+0.750L+0.750S at 4.53 to 4.80 1.540 0.59 0.06 443.30 50.63 443.300 0.001 73,551.2 +D+0.60W at 4.00 to 4.27 1.011 0.59 0.60 443.30 49.70 133.031 0.012 7,899.6 +D+0.70E at 4.00 to 4.27 1.011 0.59 0.08 443.30 49.70 443.300 0.002 57,804.8 +D+0.750Lr+0.750L+0.450W at 4.00 to 4.27 1.416 0.59 0.49 443.30 50.41 443.300 0.010 9,999.9 +D+0.750L+0.750S+0.450W at 4.00 to 4.27 1.585 0.59 0.49 443.30 50.71 443.300 0.010 9,997.2 +D+0.750L+0.750S+0.5250E at 4.27 to 4.53 1.562 0.59 0.10 443.30 50.67 443.300 0.002 45,685.9 +0.60D+0.60W at 4.00 to 4.27 0.607 0.59 0.59 443.30 48.98 443.300 0.011 8,403.8 +0.60D+0.70E at 4.00 to 4.27 0.607 0.59 0.07 443.30 48.98 443.300 0.001 67,298.9 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 L Only at 4.53 to 4.80 0.240 0.59 0.05 443.30 48.32 443.300 0.001 101333.3 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 16 of 17