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t Paqe `2 <br /> � +ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 6.000 <br /> 1 1 UNIF LIVE ROOF TOP 886.7 PLF 0.000 6.000 <br /> 1 1 UNIF LIVE ROOE TOP 30.0 PLF 0.000 6.000 <br /> 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 6.000 <br /> 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 6.000 <br /> 3 1 UNIF LIVE ROOF TOP 48.0 PLF 0.132 2.631 <br /> 4 1 UNIF LIVE ROOF TOP 48.0 PLF 3.368 5.868 <br /> 5 1 UNIF LIVE ROOF TOP 48.0 PLF 1.750 4.250 <br /> + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. <br /> SECTION EORCES <br /> CASE MOMENT (LB-FT) SHEAR (LBS) LDF LOAD COMBIN�,TIONS <br /> 1 5959 2979 1.25 D+Lr <br /> 2 2014 1010 0.90 D <br /> 3 2093 1103 1.25 D+Lr <br /> 4 2093 1103 1.25 D+Lr <br /> 5 2152 1070 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 4154 4159 <br /> 2 1404 1904 <br /> 3 1496 1931 <br /> 9 1431 1496 <br /> 5 1464 1464 <br /> REACTIONS FOR DEAD LOAD <br /> CASE BRG#1 BRG#2 <br /> 1 1404 1904 <br /> 2 1904 1909 <br /> 3 1404 1909 <br /> 9 1404 1904 <br /> 5 1404 1404 <br /> REACTIONS FOR LIVE LOAD <br /> CASE BR�#1 BRG#2 <br /> 1 2750 2750 <br /> 2 0 0 <br /> 3 92 28 <br /> 4 28 92 <br /> 5 60 60 <br /> MINIMUM BEARING SIZES (IN) <br /> BRG# 1 BRG# 2 <br /> 1.582 1.582 <br /> LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTIOI�• DEAD LOAD DEFLECTION <br /> CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? ' INSTANT LONG-TERM <br /> 1 1 0.063 0.293 L/1125 0.095 0.391 L/795 <br /> 2 1 0.000 0.293 0.032 0.391 L/2204 0.032 0.048 <br /> 3 1 0.001 0.293 L/52251 0.033 0.391 L/2118 <br /> 9 1 0.001 0.293 L/52251 0.033 0.391 L/2118 <br /> 5 1 0.002 0.293 L/33777 0.034 0.391 L/2069 <br />