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' page'2 <br /> � 1 1 UNIF LIVE ROOF TOP 460.0 PLF 0.000 9.000 <br /> 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 9.000 <br /> 3 1 UNIF LIVE ROOF TOP 48.0 PLF 0.125 2.625 <br /> 4 1 UNIF LIVE ROOF TOP 48.0 PLF 6.375 8.875 <br /> 5 1 UNIF LIVE ROOF TOP 48:0 PLF 3.250 5.750 <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 6887 2558 1.25 D+Lr <br /> 2 2358 881 0.90 D <br /> 3 2437 983 1.25 D+Lr <br /> 9 2437 983 1.25 D+Lr <br /> 5 25B7 941 1.25 D+Lr <br /> UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS <br /> REACTIONS FOR TOTAL LOADS <br /> ---------------------- <br /> CASE BRG#1 BRG#2 <br /> 1 3198 3148 <br /> 2 1078 1078 <br /> 3 1179 1096 <br /> 4 1096 1179 <br /> 5 1138 1138 <br /> REACTIONS FOR DEAD LOAD <br /> CASE BRG#1 BRG#2 <br /> 1 1078 1078 <br /> 2 1078 1078 <br /> 3 1078 1078 <br /> 4 1078 1078 <br /> 5 1078 1078 <br /> REACTIONS FOR LIVE LOAD <br /> CASE BRG#1 BRG#2 <br /> i zo�o zo�o <br /> 2 0 0 <br /> 3 102 18 <br /> 9 18 102 <br /> 5 60 60 <br /> MINIMUM BEARING SIZES (IN) <br /> BRG# 1 BRG# 2 <br /> 1.500 1.500 <br /> LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTIOt�f DEAD LOAD DEFLECTION <br /> CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM <br /> ____ ____ ______ __._-___. '_.__._ .... . _����� ������ �����L�_ ----___ . ....."_'_______ <br /> 1 1 0.149 0.444 L/739 0.219 0.592 L/466 <br /> 2 1 0.000 0.444 0.075 0.592 L/1419 0.075 0.113 <br /> 3 1 0.003 0.444 L/36810 0.078 0.592 L/1368 <br /> 4 1 0.003 0.444 L/36810 0.078 0.592 L/1368 <br /> 5 1 0.007 0.444 L/16109 0.082 0.592 L/1304 <br /> **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** <br /> **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** <br />