Laserfiche WebLink
Title Block Line 1 Project Title: <br /> You can change this area Engineer: Project ID: <br /> using the"Settings"menu item Protect Descr: <br /> and then using the'Printing& <br /> Title Block"selection. <br /> Title Block Line 6 Ponied:23 SEP 2016.10:50Am <br /> General Beam Anai sils file=F:+SUMMER-1%2016-SSV067A2-1uMP.ACT-1.Ec6 <br /> y ENERCALC,INC.1983-2015,build:6.15.10.6,Ver..6.16.4.30 <br /> Description: TJL Beam(at opening) <br /> General Beam Properties <br /> ------------------------------------ ------ ------------- <br /> Elastic Modulus 1,800.0 ksi <br /> Span#1 Span Length = 27.0 ft Area= 10.0 in A2 Moment of Inertia = 1,406.0 in A4 <br /> i <br /> i <br /> D(0.3)L(0.3) <br /> j D 0.024 Lr 0.04 S 0.05 <br /> i Span=27.0 ft <br /> i <br /> 1 <br /> ii <br /> i <br /> Applied Loads _ Service loads entered. Load Factors will be applied for calculations_ <br /> Uniform Load: D=0.0120, Lr=0.020, S=0.0250 ksf, Tributary Width=2.0 ft,(Roof Load) <br /> Point Load: D=0.30, L=0.30 k na 13.0 ft,(Roof Hatch) <br /> DESIGN SUMMARY <br /> Maximum Bending= 9.123 k-ft Maximum Shear= 1.155 k <br /> Load Combination +D+0.750L+0.750S+H Load Combination +D+S+H <br /> Location of maximum on span 12.960ft Location of maximum on span 0.000 ft i <br /> Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 <br /> Maximum Deflection i <br /> Max Downward Transient Deflection 0.238 in 1360 <br /> Max Upward Transient Deflection 0.000 in 0 <br /> Max Downward Total Deflection 0.441 in 735 <br /> Max Upward Total Deflection 0.000 in 0 <br /> Maximum Forces&Stresses for Load Combinations <br /> Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values <br /> Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega <br /> Overall MAXimum Envelope - - <br /> Dsgn.L= 27.00 ft 1 9.12 9.12 1.15 <br /> +D+H <br /> Dsgn.L= 27.00 ft 1 4.20 4.20 0.48 <br /> +0.1L+H <br /> Dsgn.L= 27.00 ft 1 6.22 6.22 0.64 <br /> +D+Lr+H <br /> Dsgn.L= 27.00 It 1 7.84 7.84 1.02 <br /> +D+S+H <br /> Dsgn.L= 27.00 It 1 8.75 8.75 1.15 <br /> +D+0.750Lr+0.750L+H <br /> Dsgn.L= 27.00 ft 1 8.44 8.44 1.00 <br /> +D+0.750L+0.750S+H <br /> Dsgn.L= 27.00 It 1 9.12 9.12 1.10 <br /> +D+0.60W+H <br /> Dsgn.L= 27.00 ft 1 4.20 4.20 0.48 <br /> +D+0.70E+H <br /> Dsgn.L= 27.00 ft 1 4.20 4.20 0.48 <br /> +D+0.750Lr+0.750L+0.450W+H <br /> Dsgn.L= 27.00 ft 1 8.44 8.44 1.00 <br /> +D+0.750L+0.750S+0.450W+H <br /> Dsgn.L= 27.00 ft 1 9.12 9.12 1.10 <br /> +D+0.750L+0.750S+0.5250E+H <br /> Dsgn.L= 27.00 ft 1 9.12 9.12 1.10 <br /> +0.60D+0.60W+0.60H <br /> Dsgn.L= 27.00 ft 1 2.52 2.52 0.29 <br /> +0.60D+0.70E+0.60H <br /> Dsgn.L= 27.00 It 1 2.52 2.52 0.29 <br /> Vertical Reactions Support notation:Far left is#1 Values in KIPS <br /> Load Combination Support 1 Support 2 <br /> Overall MAXimum <br /> Overall MINimum 0.156 0.144 <br /> +D+H 0.480 0.468 <br />