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Project Title: <br /> Engineer: <br /> Project ID: SDA#9684A-6'DECK <br /> Project Descr: <br /> Wood Beam Project File:9684A.ec6 <br /> LIC# KW-06014008,Build:20.22.12.28 Structural Design Associates (c)ENERCALC INC 1983-2022 <br /> DESCRIPTION: REAR GARAGE HDR <br /> Maximum Forces &Stresses for Load Combinations <br /> Load Combination Max Stress Ratios Moment Values dear Values <br /> Segment Length Span# M V CD CM Ct CLx Cv Cfu C i Cr M fb F'b V Tv F'v <br /> Length=9.50 ft 3 0.134 0.194 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 4.35 395.3 2,960.0 1.23 82.2 424.0 <br /> Length=4.50 ft 4 0.024 0.194 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.79 71.9 2,960.0 0.61 82.2 424.0 <br /> +0.4491D+1.750E 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length= 1.330 ft 1 0.481 0.634 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 15.66 1,424.0 2,960.0 11.82 268.7 424.0 <br /> Length=9.50 ft 2 0.519 0.634 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 16.91 1,537.7 2,960.0 5.35 268.7 424.0 <br /> Length=9.50 ft 3 0.218 0.634 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 9.20 836.7 3,840.0 5.29 268.7 424.0 <br /> Length=4.50 ft 4 0.208 0.634 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 6.77 615.4 2,960.0 5.29 268.7 424.0 <br /> +0.4491D-1.750E 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=1.330 ft 1 0.365 0.627 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 15.44 1,403.2 3,840.0 11.69 265.7 424.0 <br /> Length=9.50 ft 2 0.419 0.627 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 17.71 1,609.6 3,840.0 5.92 265.7 424.0 <br /> Length=9.50 ft 3 0.353 0.627 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 11.51 1,045.9 2,960.0 3.55 265.7 424.0 <br /> Length=4.50 ft 4 0.111 0.627 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 3.62 329.3 2,960.0 3.65 265.7 424.0 <br /> Overall Maximum Deflections <br /> Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span <br /> 1 0.0000 0.000 E Only*-1.0 -0.0680 0.000 <br /> E Only*-1.0 2 0.0988 4.089 0.0000 0.000 <br /> +D+0.750L+0.750S+0.5250E 3 0.0682 4.930 E Only*-1.0 -0.0040 0.241 <br /> 4 0.0000 4.930 +D+0.750L+0.750S-0.5250E -0.0050 1.253 <br /> Vertical Reactions Support notation:Far left is#1 Values in KIPS <br /> Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 <br /> Max Upward from all Load Conditions 7.580 15.858 14.775 5.830 <br /> Max Upward from Load Combinations 7.580 15.858 14.775 5.454 <br /> Max Upward from Load Cases 6.455 8.896 7.688 5.830 <br /> Max Downward from all Load Conditio -6.455 -4.097 -3.472 -5.830 <br /> Max Downward from Load Combinations -6.089 -0.139 -2.581 -3.714 <br /> Max Downward from Load Cases(Resis -6.455 -4.097 -3.472 -5.830 <br /> D Only 1.279 4.549 4.354 0.611 <br /> +D+L 4.788 13.445 12.042 1.665 <br /> +D+5 1.653 7.863 8.130 1.187 <br /> +D+0.750L 3.910 11.221 10.120 1.402 <br /> +D+0.750L+0.7505 4.191 13.707 12.952 1.834 <br /> +D+0.60W 4.933 2.619 5.903 -2.661 <br /> +D-0.60W -2.374 6.479 2.805 3.883 <br /> +D+0.70E 5.798 1.681 6.784 -3.470 <br /> +D-0.70E -3.239 7.417 1.924 4.692 <br /> +D+0.750L+0.450W 6.651 9.774 11.281 -1.053 <br /> +D+0.750L-0.450W 1.170 12.669 8.959 3.856 <br /> +D+0.750L+0.7505+0.450W 6.931 12.259 14.114 -0.620 <br /> +D+0.750L+0.750S-0.450W 1.451 15.154 11.791 4.288 <br /> +D+0.750L+0.750S+0.5250E 7.580 11.556 14.775 -1.227 <br /> +D+0.750L+0.7505-0.5250E 0.802 15.858 11.130 4.894 <br /> +0.60D+0.60W 4.421 0.799 4.161 -2.905 <br /> +0.60D-0.60W -2.886 4.659 1.064 3.639 <br /> +0.60D+0.70E 5.286 -0.139 5.043 -3.714 <br /> +0.60D-0.70E -3.751 5.597 0.182 4.447 <br /> L Only 3.508 8.896 7.688 1.054 <br /> S Only 0.374 3.314 3.776 0.576 <br /> W Only 6.089 -3.217 2.581 -5.454 <br /> -W -6.089 3.217 -2.581 5.454 <br /> E Only 6.455 -4.097 3.472 -5.830 <br /> E Only*-1.0 -6.455 4.097 -3.472 5.830 <br />