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Report (63) �ts (T��iviS- oa133 ` Page 1 N:\JOBS Stone Bridge\1886\310 Beams\BEAM A.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 04/30/15 13:52:35 WARNING RECrCl`' ' w }� *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY ]� *** WOOD-E DESIGN 2013.4 EXPIRES ON 3/31/2015. LP WILL MAKE AVAILABLE TO J U L 19 2015 ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, CITY OF TIGt- INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. 13 UILDIN G DIVIviO N COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 310 FLOOR BEAM A STATE: OR CODE: IRC PRODUCT: 3-PLY 1-3/4" X 14" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS) --------------------------------------------------- LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL ----- ----- ---- -------- -------- ------- ---------- --------- FLOOR 40 15 NO 16.000' 0.000' SIDE L/360 L/240 ROOF 30 15 40.000' 6.000' TOP FLOOR SPAN CARRIED IS NOT CONTINUOUS. ROOF SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 9405 31463 8072 0.262 0.465 ALLOWABLE 14766 37048 13965 0.456 0.684 STRESS INDICES 0.637 0.849 0.578 L/626 L/353 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . NOTES CONNECTION ***ATTACH TWO PLIES WITH 3 ROWS OF 16d (3-1/2") NAILS AT 12" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 3 ROWS OF 16d (3-1/2") NAILS AT 12" OC. TO THE UN-NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/411) MAY BE USED. *** COMPRESSION EDGE BRACING REQUIRED AT 41" O.C. OR LESS. STRUCTURAL GEOMETRY ------------------- SPAN 1 14.000' TOTAL SPAN: 14.00 FT LOAD PATTERNS ------------- CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD ROOF TOP 345.0 PLF 0.000 14.000 +ALL 1 *UNIF DEAD FLOOR SIDE 120.0 PLF 0.000 14.000 +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 14.000 +ALL 1 UNIF WEIGHT BEAM 21.0 PLF 0.000 14.000 +1 1 UNIF LIVE ROOF TOP 517.5 PLF 0.000 14.000 +1 1 *UNIF LIVE FLOOR SIDE 240.0 PLF 0.000 14.000 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 14.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 14.000 Page, 2 BEAM A.dsn +3 1 *UNIF LIVE FLOOR SIDE 320.0 PLF 0.000 14.000 +4 1 UNIF LIVE ROOF TOP 690.0 PLF 0.000 14.000 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 31463 8072 1.00 2 13724 3491 0.90 3 21218 5681 1.00 4 29883 7409 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 9405 9405 2 4102 4102 3 6342 6342 4 8932 8932 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 4102 4102 2 4102 4102 3 4102 4102 4 4102 4102 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 5303 5303 2 0 0 3 2240 2240 4 4830 4830 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 -------- -------- 3.750 3.750 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.262 0.456 L/626 0.465 0.684 L/353 2 1 0.000 0.456 0.203 0.684 L/809 0.203 0.305 3 1 0.111 0.456 L/1482 0.314 0.684 L/523 4 1 0.239 0.456 L/687 0.442 0.684 L/372 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN TS TNSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI -------------- ---- ----- ----- 1 0.849 0.578 2 0.412 0.278 3 0.573 0.407 4 0.807 0.531 SLENDERNESS RATIO = 2.67 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR Page 3 BEAM A.dsn ` UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page.1 N;\JOBS Stone Bridge\1858\1858 Beams\BEAM B.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 06/30/15 13:00:36 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 310 FLOOR BEAM B STATE: OR CODE: IRC PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) ------------------------------ LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL ----- ----- ---- -------- -------- ------- ---------- --------- 40 15 NO 15.500' 16.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 4341 10042 4846 0.107 0.149 ALLOWABLE 8628 18187 7897 0.290 0.435 STRESS INDICES 0.50 0.55 0.61 L/978 L/703 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 10" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. *** CONTACT HANGER MANUFACTURER TO VERIFY ABILITY OF HANGER TO DISTRIBUTE LOAD *** CONCENTRATED SIDE LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. THIS CONNECTION AND RESTRAINT OF THE TORSION INDUCED BY THE SIDE LOAD ON THE MEMBER ARE THE RESPONSIBILITY OF THE PROJECT DESIGNER. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 440 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 91" O.C. OR LESS. STRUCTURAL GEOMETRY ------------------- SPAN 1 9.000' TOTAL SPAN: 9.00 FT LOAD PATTERNS ------------- CASE SPAN SHAPE TYPE SOURCE LOADING WI W2 XI (FT) X2 (FT) Page 2 BEAM B.dsn ---- ---- ----- ------ ------ ------- ------------ ------------ ------- ------- +ALL 1 *UNIF DEAD FLOOR SIDE 236.3 PLF 0.000 9.000 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 9.000 ALL 1 *CONC DEAD FLOOR SIDE 381.8 LBS 6.500 +1 1 *UNIF LIVE FLOOR SIDE 630.0 PLF 0.000 9.000 1 1 *CONC LIVE FLOOR SIDE 1018.2 LBS 6.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 9.000 2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 6.500 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF -------------- ---- --------------- ----------- ---- 1 10042 4846 1.00 2 2820 1359 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 4341 4963 2 1223 1392 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 1223 1392 2 1223 1392 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 3118 3570 2 0 0 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 -------- -------- 3.287 3.761 CONCENTRATED LOADS ------------------ SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) ---- ---- -------- ------- ------------ 1 DEAD 381.8 6.500 3.000 1 LIVE 1018.2 6.500 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM ---- ---- ------ ------ -------- ------ ------ -------- ------- ------------ 1 1 0.107 0.290 L/978 0.149 0.435 L/703 2 1 0.000 0.290 0.042 0.435 L/2504 0.042 0.063 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) _ STRESS INDICES CASE MSI VSI 1 0.55 0.61 2 0.17 0.19 SLENDERNESS RATIO = 3.39 LIMIT - 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. Page,3 BEAM B.dsn THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 N:\JOBS Stone Bridge\1858\1858 Beams\BEAM C.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 06/30/15 13:01:44 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 310 FLOOR BEAM C STATE: OR CODE: IRC PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) ------------------------------ LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 11.000' 16.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 6378 17952 6262 0.438 0.610 ALLOWABLE 10500 18187 7897 0.439 0.658 STRESS INDICES 0.61 0.99 0.79 L/361 L/259 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 10" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. *** CONTACT HANGER MANUFACTURER TO VERIFY ABILITY OF HANGER TO DISTRIBUTE LOAD *** CONCENTRATED SIDE LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. THIS CONNECTION AND RESTRAINT OF THE TORSION INDUCED BY THE SIDE LOAD ON THE MEMBER ARE THE RESPONSIBILITY OF THE PROJECT DESIGNER. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 454 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. STRUCTURAL GEOMETRY ------------------- SPAN 1 13.500' TOTAL SPAN: 13.50 FT LOAD PATTERNS ------------- CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) 1 Page.2 BEAM C.dsn ---- ---- ----- ------ ------ ------- ------------ ------------ ------- ------- +ALL 1 *UNIF DEAD FLOOR SIDE 206.3 PLF 0.000 13.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 13.500 ALL 1 *CONC DEAD FLOOR SIDE 381.8 LBS 11.500 +1 1 *UNIF LIVE FLOOR SIDE 550.0 PLF 0.000 13.500 1 1 *CONC LIVE FLOOR SIDE 1018.2 LBS 11.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 13.500 2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 11.500 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF -------------- ---- --------------- ----------- ---- 1 17952 6262 1.00 2 5083 1765 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 5392 6378 2 1529 1798 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 1 1529 1798 2 1529 1798 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 3863 4580 2 0 0 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 -------- -------- 4.000 4.000 CONCENTRATED LOADS ------------------ SPAN TYPE Wl (LBS) X1 (FT) MIN BRG (IN) ---- ---- -------- ------- ------------ 1 DEAD 381.8 11.500 3.000 1 LIVE 1018.2 11.500 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.438 0.439 L/361 0.610 0.658 L/259 2 1 0.000 0.439 0.173 0.658 L/914 0.173 0.259 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI -------------- ---- ----- ----- 1 0.99 0.79 2 0.31 0.25 SLENDERNESS RATIO = 3.39 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. Page 3 BEAM C.dsn THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page I N«\JOBS Stone Bridge\1886\310 Beams\BEAM D.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 04/30/15 13:53:37 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2013.4 EXPIRES ON 3/31/2015. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 310 FLOOR BEAM D STATE: OR CODE: IRC PRODUCT: 3-PLY 1-3/4" X 18" LP LVL 265OFb-1.9E DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS) --------------------------------------------------- LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL FLOOR 40 15 NO 0.000' 13.000' SIDE L/360 L/240 ROOF 30 15 0.000' 0.000' TOP FLOOR SPAN CARRIED IS NOT CONTINUOUS. ROOF SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 12436 51151 10841 0.396 0.671 ALLOWABLE 12797 59083 17955 0.660 0.990 STRESS INDICES 0.972 0.866 0.604 L/599 L/354 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . NOTES CONNECTION ***ATTACH TWO PLIES WITH 3 ROWS OF 16d (3-1/2") NAILS AT 12" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 3 ROWS OF 16d (3-1/2") NAILS AT 12" OC. TO THE UN-NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/411) MAY BE USED. *** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. *** COMPRESSION EDGE BRACING REQUIRED AT 32" O.C. OR LESS. STRUCTURAL GEOMETRY ------------------- SPAN 1 20.000' TOTAL SPAN: 20.00 FT LOAD PATTERNS ------------- CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD ROOF TOP 300.0 PLF 0.000 6.500 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 6.500 +ALL 1 *UNIF DEAD FLOOR SIDE 97.5 PLF 0.000 20.000 ALL 1 UNIF DEAD ROOF TOP 67.7 PLF 0.000 6.500 +ALL 1 UNIF WEIGHT BEAM 27.0 PLF 0.000 20.000 ALL 1 *UNIF DEAD FLOOR SIDE 15.0 PLF 6.500 20.000 ALL 1 CONC DEAD ROOF TOP 2066.7 LBS 6.500 Page 2 . BEAM D.dsn 1 1 UNIF LIVE ROOF TOP 450.0 PLF 0.000 6.500 +1 1 *UNIF LIVE FLOOR SIDE 195.0 PLF 0.000 20.000 1 1 UNIF LIVE ROOF TOP 101.5 PLF 0.000 6.500 1 1 *UNIF LIVE FLOOR SIDE 30.0 PLF 6.500 20.000 1 1 CONC LIVE ROOF TOP 3100.0 LBS 6.500 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 6.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 20.000 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 6.500 2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 6.500 20.000 2 1 CONC LIVE ROOF TOP 0.0 LBS 6.500 +3 1 *UNIF LIVE FLOOR SIDE 260.0 PLF 0.000 20.000 3 1 *UNIF LIVE FLOOR SIDE 40.0 PLF 6.500 20.000 4 1 UNIF LIVE ROOF TOP 600.0 PLF 0.000 6.500 4 1 UNIF LIVE ROOF TOP 135.3 PLF 0.000 6.500 4 1 CONC LIVE ROOF TOP 4133.3 LBS 6.500 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 51151 10841 1.00 2 21054 4524 0.90 3 33591 7276 1.00 4 48864 10195 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 12436 6354 2 5255 2545 3 8037 5503 4 12048 4665 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 5255 2545 2 5255 2545 3 5255 2545 4 5255 2545 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 7181 3808 2 0 0 3 2782 2958 4 6793 2120 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 -------- -------- 3.250 1.750 CONCENTRATED LOADS ------------------ SPAN TYPE W1 (LBS) Xl (FT) MIN BRG (IN) 1 DEAD 2066.7 6.500 3.000 1 LIVE 4133.3 6.500 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.396 0.660 L/599 0.671 0.990 L/354 2 1 0.000 0.660 0.274 0.990 L/866 0.274 0.411 3 1 0.207 0.660 L/1148 0.480 0.990 L/494 Page.3 BEAM D.dsn 4 1 0.323 0.660 L/735 0.597 0.990 L/398 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.866 0.604 2 0.396 0.280 3 0.569 0.405 4 0.827 0.568 SLENDERNESS RATIO = 3.43 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSI., OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 * N:\JOBS Stone Bridge\1886\310 Beams\BEAM E.dsn " LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 04/30/15 13:53:50 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2013.4 EXPIRES ON 3/31/2015. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 310 FLOOR BEAM E STATE: OR CODE: IRC PRODUCT: 3-PLY 1-3/4" X 11-7/8" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS) --------------------------------------------------- LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL FLOOR 40 15 NO 0.000' 12.000' SIDE L/360 L/240 ROOF 30 15 4.000' 40.000' TOP FLOOR SPAN CARRIED IS NOT CONTINUOUS. ROOF SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 7883 23688 6665 0.267 0.479 ALLOWABLE 23625 27280 11845 0.417 0.625 STRESS INDICES 0.334 0.868 0.563 L/563 L/313 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . NOTES CONNECTION ***ATTACH TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 10" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 2 ROWS OF 16d (3-1/2") NAILS AT 10" OC. TO THE UN-NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/411) MAY BE USED. *** COMPRESSION EDGE BRACING REQUIRED AT 45" O.C. OR LESS. STRUCTURAL GEOMETRY ------------------- SPAN 1 13.000' TOTAL SPAN: 13.00 FT LOAD PATTERNS ------------- CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD ROOF TOP 330.0 PLF 0.000 13.000 +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 13.000 +ALL 1 *UNIF DEAD FLOOR SIDE 90.0 PLF 0.000 13.000 +ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 13.000 +1 1 UNIF LIVE ROOF TOP 495.0 PLF 0.000 13.000 +1 1 *UNIF LIVE FLOOR SIDE 180.0 PLF 0.000 13.000 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 13.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 13.000 Page,2 BEAM E.dsn +3 1 *UNIF LIVE FLOOR SIDE 240.0 PLF 0.000 13.000 +4 1 UNIF LIVE ROOF TOP 660.0 PLF 0.000 13.000 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF -------------- ---- --------------- ----------- ---- 1 23688 6665 1.00 2 10505 2936 0.90 3 15192 4436 1.00 4 23395 6408 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 7883 7883 2 3496 3496 3 5056 5056 4 7786 7786 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 3496 3496 2 3496 3496 3 3496 3496 4 3496 3496 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 4388 4388 2 0 0 3 1560 1560 4 4290 4290 MINIMUM BEARING SIZES (IN) --------------- ---- BRG# 1 BRG# 2 -------- -------- 6.000 6.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.267 0.417 L/563 0.479 0.625 L/313 2 1 0.000 0.417 0.212 0.625 L/706 0.212 0.319 3 1 0.095 0.417 L/1583 0.307 0.625 L/488 4 1 0.261 0.417 L/576 0.473 0.625 L/317 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI -------------- ---- ----- ----- 1 0.868 0.563 2 0.428 0.275 3 0.557 0.374 4 0.858 0.541 SLENDERNESS RATIO - 2.26 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR Page 3 , BEAM E.dsn UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page ,1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 06/30/15 12:55:23 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1858 BEAM F STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS) --------------------------------------------------- LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE----- -TOTAL ----- ----- ---- -------- -------- ------- - ------- FLOOR 40 15 NO 2.000' 2.000' SIDE L/360 L/240 ROOF 30 15 0.000' 0.000' TOP FLOOR SPAN CARRIED IS NOT CONTINUOUS. ROOF SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 9989 6467 2864 0.083 -0.109 ALLOWABLE 17031 18187 7897 0.200 0.300 STRESS INDICES 0.59 0.36 0.36 2L/579 2L/439 LOAD CASE 1 6 4 4 6 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. *** CONTACT HANGER MANUFACTURER TO VERIFY ABILITY OF HANGER TO DISTRIBUTE LOAD *** CONCENTRATED SIDE LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. THIS CONNECTION AND RESTRAINT OF THE TORSION INDUCED BY THE SIDE LOAD ON THE MEMBER ARE THE RESPONSIBILITY OF THE PROJECT DESIGNER. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 55 PLF LDF: 1.00 NOTES *** APPLIED LOAD OF 6790 LBS AT BEARING 2 EXCEEDS CAPACITY OF 3490 LBS. FULL-DEPTH BLOCKING, SQUASH BLOCKS OR OTHER DEVICE MUST BE DESIGNED AND INSTALLED TO TRANSFER 3300 LBS. *** COMPRESSION EDGE BRACING REQUIRED AT 160" O.C. OR LESS. STRUCTURAL GEOMETRY ------------------- SPAN 1 RIGHT CANT -------- ---------- 16.500' 2.000' Page 2 TOTAL SPAN: 18.50 FT LOAD PATTERNS ------------- CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ---- ---- ----- ------ ------ ------- ------------ ------------ ------- ------- +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 16.500 +ALL 1 *UNIF DEAD FLOOR SIDE 30.0 PLF 0.000 16.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 16.500 ALL 1 CONC DEAD ROOF TOP 2230.0 LBS 16.500 ALL 1 CONC DEAD WALL TOP 100.0 LBS 16.500 +ALL R UNIF DEAD WALL TOP 100.0 PLF 0.000 2.000 +ALL R *UNIF DEAD FLOOR SIDE 30.0 PLF 0.000 2.000 +ALL R UNIF WEIGHT BEAM 11.9 PLF 0.000 2.000 ALL R *CONC DEAD FLOOR SIDE 660.0 LBS 2.000 +1 1 *UNIF LIVE FLOOR SIDE 60.0 PLF 0.000 16.500 1 1 CONC LIVE ROOF TOP 3345.0 LBS 16.500 +1 R *UNIF LIVE FLOOR SIDE 60.0 PLF 0.000 2.000 1 R *CONC LIVE FLOOR SIDE 1320.0 LBS 2.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 16.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 16.500 +2 R *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 2.000 2 R *CONC LIVE FLOOR SIDE 0.0 LBS 2.000 +3 1 *UNIF LIVE FLOOR SIDE 60.0 PLF 0.000 16.500 3 1 CONC LIVE ROOF TOP 3345.0 LBS 16.500 +4 R *UNIF LIVE FLOOR SIDE 80.0 PLF 0.000 2.000 4 R *CONC LIVE FLOOR SIDE 1760.0 LBS 2.000 +5 1 *UNIF LIVE FLOOR SIDE 80.0 PLF 0.000 16.500 +5 R *UNIF LIVE FLOOR SIDE 80.0 PLF 0.000 2.000 5 R *CONC LIVE FLOOR SIDE 1760.0 LBS 2.000 +6 1 *UNIF LIVE FLOOR SIDE 80.0 PLF 0.000 16.500 +7 R *UNIF LIVE FLOOR SIDE 80.0 PLF 0.000 2.000 7 R *CONC LIVE FLOOR SIDE 1760.0 LBS 2.000 8 1 CONC LIVE ROOF TOP 4460.0 LBS 16.500 9 1 CONC LIVE ROOF TOP 4460.0 LBS 16.500 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF -------------- ---- --------------- ----------- ---- 1 4590 2384 1.00 2 3866 1147 0.90 3 5815 1632 1.00 4 -5284 2864 1.00 5 -5284 2864 1.00 6 6467 1794 1.00 7 -5284 2864 1.00 8 3866 1147 1.00 9 3866 1147 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 1401 9989 2 1073 4542 3 1568 8382 4 850 6685 5 1510 7345 6 1733 5202 7 850 6685 8 1073 9002 9 1073 9002 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- Page.3 ' 1 1073 4542 2 1073 4542 3 1073 4542 4 1073 4542 5 1073 4542 6 1073 4542 7 1073 4542 8 1073 4542 9 1073 4542 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 328 5447 2 0 0 3 495 3840 4 -223 2143 5 437 2803 6 660 660 7 -223 2143 8 0 4460 9 0 4460 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 -------- -------- 1.585 6.488 CONCENTRATED LOADS ------------------ SPAN TYPE Wl (LBS) Xl (FT) MIN BRG (IN) ---- ---- -------- ------- ------------ 1 DEAD 2230.0 16.500 3.000 1 DEAD 100.0 16.500 3.000 R DEAD 660.0 2.000 3.000 1 LIVE 4460.0 16.500 3.000 R LIVE 1760.0 2.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM ---- ---- ------ ------ -------- ------ ------ -------- ------- ------------ 1 1 0.020 0.539 L/9674 0.203 0.808 L/954 1 R 0.023 0.200 2L/2101 -0.034 0.300 2L/1405 2 1 0.000 0.539 0.186 0.808 L/1041 0.186 0.280 2 R 0.000 0.200 -0.057 0.300 2L/842 -0.057 -0.085 3 1 0.099 0.539 L/1952 0.286 0.808 L/679 3 R -0.039 0.200 2L/1221 -0.096 0.300 2L/498 4 1 -0.115 0.539 L/1689 0.080 0.808 L/2431 4 R 0.083 0.200 2L/579 0.026 0.300 2L/1854 5 1 0.027 0.539 L/7255 0.209 0.808 L/927 5 R 0.030 0.200 2L/1576 -0.027 0.300 2L/1809 6 1 0.132 0.539 L/1464 0.319 0.808 L/609 6 R -0.052 0.200 2L/916 -0.109 0.300 2L/439 7 1 -0.115 0.539 L/1689 0.080 0.808 L/2431 7 R 0.083 0.200 2L/579 0.026 0.300 2L/1854 8 1 0.000 0.539 L/0 0.186 0.808 L/1041 8 R 0.000 0.200 2L/0 -0.057 0.300 2L/842 9 1 0.000 0.539 L/0 0.186 0.808 L/1041 9 R 0.000 0.200 2L/0 -0.057 0.300 2L/842 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI Page 4 1 0.25 0.30 2 0.24 0.16 3 0.32 0.21 4 0.29 0.36 5 0.29 0.36 6 0.36 0.23 7 0.29 0.36 8 0.21 0.15 9 0.21 0.15 SLENDERNESS RATIO = 3.39 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page.l N:\JOBS Stone Bridge\1858\1858 Beams\BEAM Hl.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 06/30/15 13:11:14 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: BEAM H1 STATE: OR CODE: IRC PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS) --------------------------------------------------- LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL ----- ----- ---- -------- -------- ------- ---------- --------- FLOOR 40 15 NO 16.500' 2.000' TOP L/360 L/240 ROOF 30 15 0.000' 0.000' TOP FLOOR SPAN CARRIED IS NOT CONTINUOUS. ROOF SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 2680 5561 2140 0.091 0.152 ALLOWABLE 5906 11932 6318 0.283 0.424 STRESS INDICES 0.45 0.47 0.34 L/1122 L/671 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. NOTES *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY ------------------- SPAN 1 8.670' TOTAL SPAN: 8.67 FT LOAD PATTERNS ------------- CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD FLOOR TOP 138.8 PLF 0.000 8.670 +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 8.670 +ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 8.670 +1 1 UNIF LIVE FLOOR TOP 370.0 PLF 0.000 8.670 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 8.670 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. ' Page 2 'BEAM Hl.dsn SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 5561 2140 1.00 2 2233 864 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 2680 2680 2 1076 1076 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 1076 1076 2 1076 1076 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 1604 1604 2 0 0 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 -------- -------- 2.250 2.250 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM ---- ---- ------ ------ -------- ------ ------ -------- ------- ------------ 1 1 0.091 0.283 L/1122 0.152 0.424 L/671 2 1 0.000 0.283 0.061 0.424 L/1672 0.061 0.091 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI -------------- ---- ----- ----- 1 0.47 0.34 2 0.21 0.15 SLENDERNESS RATIO = 2.71 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION_ IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.