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SIMPLY SUPPORTED BEAM DESIGN <br />FALSE FALSE TRUE TRUE TRUE TRUE <br />FJ GIRDER <br />SPAN ft 9.00 7.50 <br />MATERIAL (WOOD, STEEL)WOOD DF-L WOOD DF-L WOOD DF-L WOOD DF-L WOOD Prllm WOOD Prllm <br />BEAM SECTION in 2x 6 4x 8 2x10 4x12 5.25x11.25 5.25x11.875 <br />GRADE No.2 No.2 No.2 No.1 Prllm2.0E Prllm2.0E <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 202 791 <br />MAX. DEFLECTION in 0.089 0.045 <br />LEFT REACTION lbs 90 422 <br />RIGHT REACTION lbs 90 422 <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 539 2,109 <br />MAX. DEFLECTION in 0.236 0.120 <br />LEFT REACTION lbs 239 1,125 <br />RIGHT REACTION lbs 239 1,125 <br />LOAD CASE 2: D + Lr Wood Load Duration Factor = 1.25 <br />MAX. BENDING MOMENT lb-ft 162 633 <br />MAX. DEFLECTION in 0.089 0.045 <br />LEFT REACTION lbs 72 338 <br />RIGHT REACTION lbs 72 338 <br />LOAD CASE 3: D + L Wood Load Duration Factor = 1.0 <br />MAX. BENDING MOMENT lb-ft 741 2,900 <br />MAX. DEFLECTION in 0.325 0.165 <br />LEFT REACTION lbs 329 1,547 <br />RIGHT REACTION lbs 329 1,547 <br />LOAD CASE 4: D + 0.75 (Lr + L)Wood Load Duration Factor = 1.25 <br />MAX. BENDING MOMENT lb-ft 485 1,898 <br />MAX. DEFLECTION in 0.266 0.135 <br />LEFT REACTION lbs 269 1,266 <br />RIGHT REACTION lbs 269 1,266 <br />LOAD CASE 5:(1.0 + 0.14SDS)D + 0.7E Wood Load Duration Factor = 1.6 <br />MAX. BENDING MOMENT lb-ft 91 512 <br />MAX. DEFLECTION in 0.037 0.039 <br />LEFT REACTION lbs 65 364 <br />RIGHT REACTION lbs 65 364 <br />01-23 602 S Genoa Dr 1-Story_R3.xls, 1st Floor Beam Design 1 Page 23