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' Paqe'2 <br /> 1 1 UNIF LIVE ROOF TOP 800.0 PLF 0.000 10.000 <br /> 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 10.000 <br /> 3 1 UNIF LIVE ROOF TOP 98.0 PLF 0.192 2.692 <br /> 9 1 UNIF LIVE ROOF TOP 48.0 PLF 7.306 9.808 <br /> 5 1 UNIF LIVE ROOF TOP 48.0 PLF 3.750 6.250 <br /> + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. <br /> SECTION FORCES <br /> CASE MOMENT (LB-FT) SHEAR (LBS) LDF LOAD COMBINATIONS <br /> 1 19599 4981 1.25 D+Lr <br /> 2 4924 1692 0.90 D <br /> 3 5005 1795 1.25 D+Lr <br /> 9 5005 1795 1.25 D+Lr <br /> 5 5181 1752 1.25 D+Lr <br /> UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTOR5 <br /> REACTIONS FOR TOTAL LOADS <br /> CASE BRG#1 BRG#2 <br /> 1 6048 6048 <br /> 2 2098 2048 <br /> 3 2150 2065 <br /> 9 2065 2150 <br /> 5 2108 2108 <br /> REACTIONS FOR DEAD LOAD <br /> CASE BRG#1 BRG#2 <br /> 1 2048 2048 <br /> 2 2048 2046 <br /> 3 2048 2048 <br /> 4 2048 2048 <br /> 5 2098 2048 <br /> REACTIONS FOR LIVE LOAD <br /> CASE BRG#1 BRG#2 <br /> 1 4000 9000 <br /> 2 0 0 <br /> 3 103 17 <br /> 9 17 103 <br /> 5 60 60 <br /> MINIMUM BEARING SIZES (IN) <br /> BRG# 1 BRG# 2 <br /> 2.309 2.304 <br /> LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION <br /> CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM <br /> 1 1 0.367 0.490 L/321 0.554 0.654 L/212y <br /> 2 1 0.000 0.490 0.188 0.654 L/627 0.188 0.281 <br /> 3 1 0.004 0.990 L/32815 0.191 0.654 L/616 <br /> 9 1 0.009 0.490 L/32815 0.191 0.659 L/616 <br /> 5 1 0.009 0.490 L/13381 0.196 0.654 L/599 <br /> **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** <br /> **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** <br />