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Project Title: <br /> Engineer: <br /> Project ID: <br /> Project Descr: <br /> Wood Beam Project File:CMS Everett.ec6 <br /> LIC#:KW-06014122,Build:20.23.04.05 PCS STRUCTURAL SOLUTIONS (c)ENERCALC INC 1983-2023 <br /> DESCRIPTION: RB2: Existing 5.25x19.5 Glulam with pinned end <br /> Maximum Forces & Stresses for Load Combinations <br /> Load Combination Max Stress Ratios Moment Values Shear Values <br /> Segment Length Span# M V CD CM Ct CLx cV Cfu C i Cr M ft) F'b V fv F'v <br /> Length= 16.0 ft 2 0.175 0.150 1.15 1.00 1.00 1.00 0.979 1.00 1.00 1.00 9.88 364.9 2,082.5 2.47 45.8 304.8 <br /> Length=7.0 ft 3 0.162 0.150 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 9.35 345.5 2,127.5 2.07 45.8 304.8 <br /> +D+0.750S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length= 16.0 ft 1 0.152 0.131 1.15 1.00 1.00 1.00 0.979 1.00 1.00 1.00 8.58 317.1 2,082.5 2.65 39.8 304.8 <br /> Length= 16.0 ft 2 0.152 0.131 1.15 1.00 1.00 1.00 0.979 1.00 1.00 1.00 8.58 317.1 2,082.5 2.15 39.8 304.8 <br /> Length=7.0 ft 3 0.141 0.131 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 8.13 300.2 2,127.5 1.79 39.8 304.8 <br /> +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length= 16.0 ft 1 0.036 0.031 1.60 1.00 1.00 1.00 0.979 1.00 1.00 1.00 2.82 104.2 2,897.5 0.87 13.1 424.0 <br /> Length= 16.0 ft 2 0.036 0.031 1.60 1.00 1.00 1.00 0.979 1.00 1.00 1.00 2.82 104.2 2,897.5 0.71 13.1 424.0 <br /> Length=7.0 ft 3 0.033 0.031 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.67 98.7 2,960.0 0.59 13.1 424.0 <br /> Overall Maximum Deflections <br /> Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span <br /> +D+S 1 0.0525 7.126 0.0000 0.000 <br /> +D+S 2 0.0052 8.202 +D+S -0.0031 1.748 <br /> +D+S 3 0.0580 7.000 0.0000 1.748 <br /> Vertical Reactions Support notation: Far left is#1 Values in KIPS <br /> Load Combination Support 1 Support 2 Support 3 Support 4 <br /> Max Upward from all Load Conditions 2.436 6.757 5.692 - <br /> Max Upward from Load Combinations 2.436 6.757 5.692 <br /> Max Upward from Load Cases 1.277 3.541 2.983 <br /> D Only 1.160 3.216 2.709 <br /> +D+S 2.436 6.757 5.692 <br /> +D+0.750S 2.117 5.871 4.946 <br /> +0.60D 0.696 1.930 1.626 <br /> S Only 1.277 3.541 2.983 <br />