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SIMPLY SUPPORTED BEAM DESIGN FALSE TRUE FALSE FALSE TRUE TRUE TJI CB2 HDR1 HDR2 HDR3 HDR4 SPAN ft 31.00 8.00 6.50 MATERIAL (WOOD, STEEL)WOOD DF-L WOOD Prllm WOOD DF-L WOOD Prllm WOOD Prllm WOOD DF-L BEAM SECTION in 6x16 3.5x14 4x10 3.5x14 3.5x14 4x 8 GRADE No.1 Prllm2.0E No.2 Prllm2.0E Prllm2.0E No.2 LOAD CASE 6:(1.0 + 0.105SDS)D + 0.525E + 0.75(L + Lr)Wood Load Duration Factor = 1.6 MAX. BENDING MOMENT lb-ft 5,567 784 1,374 MAX. DEFLECTION in 0.443 0.033 0.009 LEFT REACTION lbs 959 523 1,127 RIGHT REACTION lbs 958 523 1,127 LOAD CASE 7:(0.6 − 0.14SDS)D + 0.7E Wood Load Duration Factor = 1.6 MAX. BENDING MOMENT lb-ft 1,361 291 401 MAX. DEFLECTION in 0.108 0.012 0.003 LEFT REACTION lbs 234 194 329 RIGHT REACTION lbs 234 194 329 CHECK BENDING STRESSES MAX. BENDING MOMENT lb-ft 7,671.0 - 1,023.2 1,804.9 - - SECTION MODULUS, S in3 220.2 114.3 49.9 114.3 114.3 30.7 BENDING STRESS psi 418.0 - 246.0 189.4 - - CHECK BENDING STRESS RATIO 32% OK 0% OK 23% OK 7% OK 0% OK 0% OK CHECK SHEAR STRESSES #VALUE!#VALUE! #VALUE! MAX. SHEAR FORCE lbs 1,083.2 #VALUE!571.60 1,258.40 #VALUE! #VALUE! SECTION AREA, A in2 85.25 49.00 32.38 49.00 49.00 25.38 SHEAR STRESS, fv psi 19.06 #VALUE!26.48 38.52 #VALUE! #VALUE! CHECK SHEAR STRESS RATIO 11% OK #VALUE!15% OK 13% OK #VALUE! #VALUE! CHECK DEFLECTION #VALUE!#VALUE! #VALUE! MOMENT OF INERTIA, I in4 1,706.78 800.33 230.84 800.33 800.33 111.15 MAX. DEFLECTION, DL in 0.285 0.032 0.007 MAX. DEFLECTION, LL in 0.286 #VALUE!0.005 0.004 #VALUE! #VALUE! DEFLECTION LIMITS, LL L / 360 L / 360 L / 360 L / 360 L / 360 L / 360 CHECK DEFLECTION LL < 1.03 OK #VALUE!< 0.27 OK < 0.22 OK #VALUE! #VALUE! MAX. DEFLECTION, DL+LL in 0.572 #VALUE!0.037 0.011 #VALUE! #VALUE! DEFLECTION LIMITS, DL+LL L / 240 L / 240 L / 240 L / 240 L / 240 L / 240 CHECK DEFLECTION (DL+LL)< 1.55 OK #VALUE!< 0.4 OK < 0.33 OK #VALUE! #VALUE! 35-24 UMIH Suite H_SANTA ANA_R0.xls, Roof Beam Design 1 Page 16 800 N Tustin Ave Unit #H1/23/2025