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 2017,10:29AM MasonrySlender Wall File=C:IDSPCPR-11KLARDI-11209116-1.0031Calcs1calcs.ec6 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 lintgel jamb-Bearing 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 = 0.1031 +1.20D+0.50Lr+1.60L Max Mu 0.4136 k-ft Phi*Mn 4.014 k-ft PASS Service Deflection Check Actual Defl.Ratio L/ 12304 Allowable Defl.Ratio 150 +D+0.750Lr+0.750L+0.450W Max.Deflection 0.007803 in PASS Axial Load Check Max Pu/Ag 111.904 psi Max.Allow.Defl. 0.640 in +1.20D+0.50Lr+1.60L Location 7.333 ft 0.2*f m 300.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.006557 As/bd007146 rho bal 0.01111 Maximum Reactions... for Load Combination.... Top Horizontal W Only 0.080 k Base Horizontal W Only 0.080 k Vertical Reaction +D+0.750Lr+0.750L+0.450W 5.273 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 It-lit k-It k-ft in^2 +1.40D at 7.20 to 7.47 5.344 27.360 0.59 0.32 0.90 5.34 0.300 0.0066 0.0091 +1.200+0.50Lr+1.60L at 7.20 to 7.47 10.206 27.360 0.59 0.62 0.90 6.02 0.300 0.0066 0.0109 +1.200+1.60L+0.503 at 7.20 to 7.47 10.056 27.360 0.59 0.61 0.90 6.01 0.300 0.0066 0.0108 +1.200+1.60Lr+0.50L at 7.20 to 7.47 8.721 27.360 0.59 0.53 0.90 5.89 0.300 0.0066 0.0103 +1.200+1.60Lr+0.50W at 7.20 to 7.47 7.221 27.360 0.59 0.47 0.90 5.65 0.300 0.0066 0.0098 +1.200+0.50L+1.60S at 7.20 to 7.47 8.241 27.360 0.59 0.50 0.90 5.82 0.300 0.0066 0.0101 +1.200+1.605+0.50W at 7.20 to 7.47 6.741 27.360 0.59 0.44 0.90 5.57 0.300 0.0066 0.0096 +1.20D+0.50Lr+0.50L+W at 5.60 to 5.87 7.067 27.360 0.59 0.53 0.90 5.63 0.300 0.0066 0.0097 +1.20D+0.50L+0.50S+W at 5.60 to 5.87 6.917 27.360 0.59 0.52 0.90 5.60 0.300 0.0066 0.0097 +1.20D+0.50L+0.70S+E at 7.20 to 7.47 7.026 27.360 0.59 0.45 0.90 5.62 0.300 0.0066 0.0097 +0.90D+W at 4.80 to 5.07 3.617 27.360 0.59 0.37 0.90 5.04 0.300 0.0066 0.0085 +0.90D+E at 6.67 to 6.93 3.476 27.360 0.59 0.23 0.90 5.01 0.300 0.0066 0.0084 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 4.041 0.59 0.15 443.30 54.85 443.300 0.003 32,421.6 +D+L at 4.53 to 4.80 7.041 0.59 0.27 443.30 59.57 443.300 0.005 17,937.5 +D+Lr at 4.53 to 4.80 5.691 0.59 0.21 443.30 57.49 443.300 0.004 22,463.8 +0+S at 4.53 to 4.80 5.391 0.59 0.20 443.30 57.02 443.300 0.004 23,795.0 +D+0.750Lr+0.750L at 4.53 to 4.80 7.529 0.59 0.28 443.30 60.31 443.300 0.006 16,718.0 +D+0.750L+0.750S at 4.53 to 4.80 7.304 0.59 0.28 443.30 59.97 443.300 0.006 17,259.8 +D+0.60W at 4.27 to 4.53 4.064 0.59 0.28 443.30 54.89 443.300 0.006 16,825.3 +D+0.70E at 4.27 to 4.53 4.064 0.59 0.19 443.30 54.89 443.300 0.004 23,859.7 +D+0.750Lr+0.750L+0.450W at 4.27 to 4.53 7.551 0.59 0.38 443.30 60.34 443.300 0.008 12,303.7 +D+0.750L+0.750S+0.450W at 4.27 to 4.53 7.326 0.59 0.37 443.30 60.01 443.300 0.008 12,595.1 +D+0.750L+0.750S+0.5250E at 4.27 to 4.53 7.326 0.59 0.30 443.30 60.01 443.300 0.006 15,107.8 +0.60D+0.60W at 4.00 to 4.27 2.452 0.59 0.22 443.30 52.20 443.300 0.005 21,231.3 +0.60D+0.70E at 4.27 to 4.53 2.438 0.59 0.14 443.30 52.18 443.300 0.003 33,854.2 Lr Only at 4.53 to 4.80 1.650 0.59 0.06 443.30 50.82 443.300 0.001 73,931.3 L Only at 4.53 to 4.80 3.000 0.59 0.12 443.30 53.13 443.300 0.002 40,586.8 S Only at 4.53 to 4.80 1.350 0.59 0.05 443.30 50.30 443.300 0.001 90,397.7 13 of 17