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. .--�- <br /> � Paqa� 2 ��, � <br /> �./ <br /> 1 1 UNIF LIVE ROOF TOP 666.7 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 0.125 2.625 <br /> 4 1 UNIF LIVE ROOF TOP 48.0 PLF 3.375 5.875 <br /> 5 1 UNIF LIVE ROOF TOP 98.0 PLF 1.750 9.250 <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 9355 2174 1.25 D+Lr <br /> 2 1979 743 0.90 D <br /> 3 1558 836 1.25 D+Lr <br /> 4 1558 836 1.25 D+Lr <br /> 5 1618 803 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 3029 3029 <br /> 2 1029 1029 <br /> 3 1121 1056 <br /> 4 1056 1121 <br /> 5 1089 1089 <br /> REACTIONS FOR DEAD LOAD <br /> CASE BRG#1 BRG#2 <br /> 1 1029 1029 <br /> 2 1029 1029 <br /> 3 1029 1029 <br /> 4 1029 1029 <br /> 5 1029 1029 <br /> REACTIONS FOR LIVE LOAD <br /> CASE BRG#1 BRG#2 <br /> 1 2000 2000 <br /> 2 0 0 <br /> 3 93 28 <br /> 4 28 93 <br /> 5 60 60 <br /> MINIMUM BEARING SIZES (IN) <br /> HRG# 1 BRG# 2 <br /> 1.500 1.500 <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 0.046^ 0.299 L/1592 0.069 0.392 L/1018 <br /> 2 1 0.000 0.294 0.024 0.392 L/2999 0.024 0.035 <br /> 3 1 0.001 0.299 L/52317 0.025 0.392 L/2892 <br /> 9 1 0,001 0.294 L/52317 0.025 0.392 L/2842 <br /> 5 1 0.002 0.294 L/33709 0.026 0.392 L/2759 <br /> **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** <br /> **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** <br />