800 N Tustin Ave Unit #H - Plan - Laserfiche WebLink

Home Browse Search

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 P3 DEAD LOAD (P D ) lbs ROOF LIVE LOAD (P Lr) lbs FLOOR LIVE LOAD (P L ) lbs LATERAL, P (W or 0.7E) lbs DIST. (LEFT SUPPORT) ft P4 DEAD LOAD (P D ) lbs ROOF LIVE LOAD (P Lr) lbs FLOOR LIVE LOAD (P L ) lbs LATERAL, P (W or 0.7E) lbs DIST. (LEFT SUPPORT) ft LOAD CASE 1: D MAX. BENDING MOMENT lb-ft 4,784 1,023 1,411 MAX. DEFLECTION in 0.285 0.032 0.007 LEFT REACTION lbs 618 512 868 RIGHT REACTION lbs 617 512 868 LOAD CASE: Lr MAX. BENDING MOMENT lb-ft 4,805 160 845 MAX. DEFLECTION in 0.286 0.005 0.004 LEFT REACTION lbs 620 80 520 RIGHT REACTION lbs 620 80 520 LOAD CASE: L MAX. BENDING MOMENT lb-ft - - - MAX. DEFLECTION in - - - LEFT REACTION lbs - - - RIGHT REACTION lbs - - - LOAD CASE 2: D + Lr Wood Load Duration Factor = 1.25 MAX. BENDING MOMENT lb-ft 7,671 947 1,805 MAX. DEFLECTION in 0.572 0.037 0.011 LEFT REACTION lbs 991 473 1,111 RIGHT REACTION lbs 990 473 1,111 LOAD CASE 3: D + L Wood Load Duration Factor = 1.0 MAX. BENDING MOMENT lb-ft 4,784 1,023 1,411 MAX. DEFLECTION in 0.285 0.032 0.007 LEFT REACTION lbs 618 512 868 RIGHT REACTION lbs 617 512 868 LOAD CASE 4:D + 0.75 (Lr + L)Wood Load Duration Factor = 1.25 MAX. BENDING MOMENT lb-ft 6,710 915 1,636 MAX. DEFLECTION in 0.500 0.036 0.010 LEFT REACTION lbs 1,083 572 1,258 RIGHT REACTION lbs 1,082 572 1,258 LOAD CASE 5:(1.0 + 0.14SDS)D + 0.7E Wood Load Duration Factor = 1.6 MAX. BENDING MOMENT lb-ft 3,423 732 1,010 MAX. DEFLECTION in 0.272 0.030 0.006 LEFT REACTION lbs 590 488 829 RIGHT REACTION lbs 589 488 829 35-24 UMIH Suite H_SANTA ANA_R0.xls, Roof Beam Design 1 Page 15 800 N Tustin Ave Unit #H1/23/2025