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SIMPLY SUPPORTED BEAM DESIGN <br />FALSE TRUE TRUE TRUE TRUE TRUE <br />CB2 CJ HDR1 HDR2 CB1 HDR3 <br />SPAN ft 15.50 <br />MATERIAL (WOOD, STEEL)WOOD DF-L WOOD DF-L WOOD DF-L WOOD DF-L WOOD DF-L WOOD DF-L <br />BEAM SECTION in 6x12 2x 8 6x 6 6x 8 6x12 6x 6 <br />GRADE No.1 No.2 No.2 No.2 No.1 No.2 <br />P3 <br />DEAD LOAD (P D ) lbs <br />ROOF LIVE LOAD (P Lr) lbs <br />FLOOR LIVE LOAD (P L ) lbs <br />LATERAL, P (W or 0.7E) lbs <br />DIST. (LEFT SUPPORT) ft <br />P4 <br />DEAD LOAD (P D ) lbs <br />ROOF LIVE LOAD (P Lr) lbs <br />FLOOR LIVE LOAD (P L ) lbs <br />LATERAL, P (W or 0.7E) lbs <br />DIST. (LEFT SUPPORT) ft <br />LOAD CASE 1: D <br />MAX. BENDING MOMENT lb-ft 2,162 <br />MAX. DEFLECTION in 0.079 <br />LEFT REACTION lbs 558 <br />RIGHT REACTION lbs 558 <br />LOAD CASE: Lr <br />MAX. BENDING MOMENT lb-ft - <br />MAX. DEFLECTION in - <br />LEFT REACTION lbs - <br />RIGHT REACTION lbs - <br />LOAD CASE: L <br />MAX. BENDING MOMENT lb-ft 7,208 <br />MAX. DEFLECTION in 0.263 <br />LEFT REACTION lbs 1,860 <br />RIGHT REACTION lbs 1,860 <br />LOAD CASE 2: D + Lr Wood Load Duration Factor = 1.25 <br />MAX. BENDING MOMENT lb-ft 1,730 <br />MAX. DEFLECTION in 0.079 <br />LEFT REACTION lbs 446 <br />RIGHT REACTION lbs 446 <br />LOAD CASE 3: D + L Wood Load Duration Factor = 1.0 <br />MAX. BENDING MOMENT lb-ft 9,370 <br />MAX. DEFLECTION in 0.342 <br />LEFT REACTION lbs 2,418 <br />RIGHT REACTION lbs 2,418 <br />LOAD CASE 4: D + 0.75 (Lr + L)Wood Load Duration Factor = 1.25 <br />MAX. BENDING MOMENT lb-ft 6,054 <br />MAX. DEFLECTION in 0.276 <br />LEFT REACTION lbs 1,953 <br />RIGHT REACTION lbs 1,953 <br />LOAD CASE 5:(1.0 + 0.14SDS)D + 0.7E Wood Load Duration Factor = 1.6 <br />MAX. BENDING MOMENT lb-ft 1,553 <br />MAX. DEFLECTION in 0.076 <br />LEFT REACTION lbs 534 <br />RIGHT REACTION lbs 534 <br />01-23 602 S Genoa Dr 1-Story_R3.xls, Roof Beam Design 2 Page 20