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' p8��'2 I-� <br /> 1 1 UNIF LIVE ROOF TOP 812.5 PLF 0.000 8.000 <br /> 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 8.000 <br /> 3 1 UNIF LIVE ROOF TOP 48.0 PLF 0.128 2.628 <br /> 4 1 UNIF LIVE ROOF TOP 48.0 PLF 5.372 7.871 ' <br /> 5 1 UNIE LIVE ROOF TOP 98.0 PLF 2.750 5.250 <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 7819 3182 1.25 D+Lr <br /> 2 1526 627 0.90 D <br /> 3 1605 727 1.25 D+Lr <br /> 9 1605 727 1.25 D+Lr <br /> 5 1725 687 1.25 D+Lr <br /> UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS <br /> REACTIONS FOR TOTAL LOADS <br /> CASE BRG#1 BRG#2 <br /> 1 9038 4038 <br /> a �as �ae <br /> 3 887 809 <br /> 4 809 887 <br /> 5 848 848 <br /> REACTIONS FOR DEAD LOAD <br /> CASE BRG#1 BRG�2 <br /> 1 788 788 . <br /> 2 788 788 <br /> 3 788 788 ' <br /> 4 788 ?88 <br /> 5 788 788 <br /> REACTIONS FOR LIVE LOAD <br /> CASE BRG#1 BRG#2 <br /> 1 3250 3250 <br /> 2 0 0 <br /> 3 99 21 <br /> 4 21 99 <br /> 5 60 60 <br /> MINIMIIM BEARING SIZES (IN) <br /> BRG# 1 BRG� 2 <br /> 1.538 1.538 <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 0.162 0.399 L/582 � 0.202 0.525 L/469 <br /> 2 1 0.000 0.394 0.039 0.525 L/2901 0.039 0.059 <br /> 3 1 0.002 0.394 L/40886 0.042 0.525 L/2272 <br /> 4 1 0.002 0.394 L/40886 0.042 0.525 L/2272 <br /> 5 1 0.005 0.394 L/20063 0.049 0.525 L/2145 ' <br /> **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** <br /> **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** <br />