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� �age� 2 ( }-j f <br /> � �/ <br /> 1 1 UNIF LIVE ROOF TOP 200.0 PLF 0.000 7.500 <br /> 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 7.500 <br /> 3 1 UNIF LIVE ROOF TOP 48.0 PLF 0.125 2.625 <br /> 4 1 UNIF LIVE ROOF TOP 48.0 PLF 4.875 7.375 <br /> 5 1 UNIF LIVE ROOF TOP 48.0 PLF 2.500 5.000 <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 2104 909 1.25 D+Lr <br /> 2 745 325 0.90 D <br /> 3 825 423 1.25 D+Lr <br /> 9 825 423 1.25 D+Lr <br /> 5 928 385 1.25 D+Lr <br /> UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTOR3 <br /> REACTZONS E'OR TOTAL LOADS <br /> CASE BRG�►1 BRG#2 <br /> 1 1161 1161 <br /> 2 411 911 <br /> 3 509 433 <br /> 4 433 509 <br /> 5 471 471 <br /> REACTIONS FOR DEAD LOAD <br /> CASE BRG#1 BRG#2 <br /> 1 911 411 <br /> 2 911 411 <br /> 3 911 411 <br /> 4 911 411 <br /> 5 411 411 <br /> REACTIONS FOR LIVE LOAD <br /> CASE BRG#1 BRG#2 <br /> 1 750 750 � <br /> 2 0 0 <br /> 3 98 22 <br /> 9 22 98 <br /> 5 60 60 <br /> MINIMUM BEARING SIZES (IN) <br /> BRG� 1 BRG# 2 <br /> 1.500 1.500 <br /> LIVE LOAD DEFLECTIQN TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION <br /> CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM <br /> 1 1 0.028 0.369 L/3106 0.044 0.492 L/2007 <br /> 2 1 0.000 0.369 0.016 0.992 L/5672 0.016 0.023 <br /> 3 1 0.002 0.369 L/47631 0.017 0.492 L/5067 <br /> 4 1 0.002 0.369 L/47631 0.017 0.492 L/50B7 <br /> 5 1 0.004 0.369 L/24828 0.019 0.492 L/9617 <br /> **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** <br /> **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** <br />