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' Paqe'2 �� <br /> ALL 1 UNIF DEAD WALL TOP 95.0 PLF 0.000 13.000 <br /> ALL 1 UNIF DEAD ROOF TOP 40.0 PLF 0.000 13.000 <br /> +ALL 1 ONIF WEIGHT BEAM 17.8 PLF 0.000 13.000 <br /> 1 1 ONIF LIVE ROOF TOP 806.'l PLF 0.000 13.000 <br /> 1 1 UNIF LIVE ROOE TOP 80,0 PLF 0.000 13.000 <br /> 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 13.000 <br /> 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 13.000 <br /> 3 1 UNIF LIVE ROOF TOP 48.0 PLF 0.192 2.691 <br /> 4 1 UNIF LIVE ROOF TOP 48.0 PLF 10.308 12.808 <br /> 5 1 UNIF LIVE ROOF TOP 48.0 PLF 5.250 7.750 <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 COMBINATION3 <br /> 1 28563 7559 1.25 D+Lr <br /> 2 10380 2758 0.90 D <br /> 3 10461 2866 1.25 D+Lr <br /> 4 10961 2866 1.25 D+Lr <br /> 5 10727 2618 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 9053 9053 <br /> 2 3290 3290 <br /> 3 3397 3303 <br /> 4 3303 3397 <br /> 5 3350 3350 <br /> REACTIONS FOR DEAD LOAD <br /> CASE BRG�1 BRG#2 <br /> 1 3290 3290 <br /> 2 3290 3290 <br /> 3 3290 3290 <br /> 4 3290 3290 <br /> 5 3290 3290 <br /> REACTIONS FOR LIVE LOAD <br /> CASE BRG#1 BRG#2 <br /> 1 5763 5763 <br /> 2 0 0 <br /> 3 107 13 <br /> 4 13 107 <br /> 5 60 60 <br /> MINIMUM BEARING S22ES (IN) <br /> BRG�k 1 BRG# 2 <br /> -------- -------- <br /> 2.299 2.299 <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 0.400 0.690 L/384 0.629 0.859 L/249 <br /> 2 1 0.000 0.640 0.228 0.859 L/6']3 0.228 0.343 <br /> 3 1 0.002 0.640 L/72655 0.231 0.859 L/667 <br /> 9 1 0.002 0.640 L/72655 0.231 0.854 L/667 • . <br />