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Report (2) Page 1 N:\JOBS Stone BFidge\1845\310 Beams\BEAM A.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 02/20/15 08:49:35 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY RECTI'VE P *** 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 FEB 2 3 2015 THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. CITY OF TIGARD COMPANY: STONE BRIDGE HOMES NW LLC HUNG llyll ISION 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 (3-1/4") 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 r Page 2 BEAM A.dsn , +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 +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 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 0.849 0.578 2 0.412 0.278 3 0.573 0.407 Page 3 BEAM A.dsm 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 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\1845\310 Beams\BEAM B.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 02/20/15 08:49:43 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 B STATE: OR CODE: IRC PRODUCT: 1-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 3925 8347 3816 0.179 0.248 ALLOWABLE 3938 9093 3948 0.292 0.438 STRESS INDICES 0.997 0.918 0.966 L/586 L/423 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 *** COMPRESSION EDGE BRACING REQUIRED AT 36" O.C. OR LESS. STRUCTURAL GEOMETRY ------------------- SPAN 1 9.000' TOTAL SPAN: 9.00 FT LOAD PATTERNS ------------- CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ---- ---- ----- ------ ------ ------- ------------ ------------ ------- ------- +ALL 1 UNIF DEAD FLOOR SIDE 236.3 PLF 0.000 9.000 +ALL 1 UNIF WEIGHT BEAM 5.9 PLF 0.000 9.000 +1 1 UNIF LIVE FLOOR SIDE 630.0 PLF 0.000 9.000 +2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 9.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF -------------- ---- --------------- ----------- ---- 1 8347 3816 1.00 2 2318 1060 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- Page 2 BEAM B.dsn CASE BRG#1 BRG#2 ---- ----- ----- 1 3925 3925 2 1090 1090 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 1090 1090 2 1090 1090 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 2835 2835 2 0 0 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 -------- -------- 3.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM ---- ---- ------ ------ -------- ------ ------ -------- ------- ------------ 1 1 0.179 0.292 L/586 0.248 0.438 L/423 2 1 0.000 0.292 0.069 0.438 L/1524 0.069 0.103 **** 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 0.918 0.966 2 0.283 0.298 SLENDERNESS RATIO = 6.79 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 1 N:\JOBS Stone Bridge\1845\310 Beams\BEAM C.dsn , LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 02/20/15 08:49:52 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 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 5185 16646 5057 0.401 0.560 ALLOWABLE 10500 18187 7897 0.439 0.658 STRESS INDICES 0.494 0.915 0.640 L/394 L/282 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 THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 6" 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. *** COMPRESSION EDGE BRACING REQUIRED AT 37" 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 Xl (FT) X2 (FT) +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 +1 1 *UNIF LIVE FLOOR SIDE 550.0 PLF 0.000 13.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 13.500 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. Page 2 BEAM C.ds'n , SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF -------------- ---- --------------- ----------- ---- 1 16646 5057 1.00 2 4727 1436 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 5185 5185 2 1472 1472 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 1472 1472 2 1472 1472 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 3713 3712 2 0 0 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 -------- -------- 4.000 4.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM ---- ---- ------ ------ -------- ------ ------ -------- ------- ------------ 1 1 0.401 0.439 L/394 0.560 0.658 L/282 2 1 0.000 0.439 0.159 0.658 L/993 0.159 0.239 **** 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 0.915 0.640 2 0.289 0.202 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 1 N:\JOBS &tone Bridge\1845\310 Beams\BEAM D.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 02/20/15 08:50:00 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 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' 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 --------------------------------------------------------------- ACTUAI, 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 (3-1/4") 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 Page 2 BEAM D.dsn 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 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 Wl (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 2066.7 6.500 3.000 1 LIVE 4133.3 6.500 3.000 Page 3 BEAM D.d;n 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 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 LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 N:\JOBS Stone Bridge\1845\310 Beams\BEAM E.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 02/20/15 08:50:07 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 Page 2 BEAM E.dSn , +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 +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 Page 3 BEAM E.ds'n , 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 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 &tone Bridge\1845\310 Beams\BEAM Hl.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 02/20/15 08:50:15 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: 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' 0.000' TOP L/360 L/240 ROOF 30 15 40.000' 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 5335 11070 4253 0.171 0.302 ALLOWABLE 5906 11932 6318 0.283 0.424 STRESS INDICES 0.903 0.928 0.673 L/595 L/337 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 *** DESIGN ASSUMES COMPONENTS CARRIED 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. *** COMPRESSION EDGE BRACING REQUIRED AT 42" O.C. OR LESS. STRUCTURAL GEOMETRY ------------------- SPAN 1 8.670' TOTAL SPAN: 8.67 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 8.670 +ALL 1 UNIF DEAD FLOOR TOP 123.8 PLF 0.000 8.670 +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 8.670 Page 2 BEAM Hl.dsn, , +ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 8.670 +1 1 UNIF LIVE ROOF TOP 450.0 PLF 0.000 8.670 +1 1 UNIF LIVE FLOOR TOP 247.5 PLF 0.000 8. 670 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 8.670 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 8.670 +3 1 UNIF LIVE FLOOR TOP 330.0 PLF 0.000 8. 670 +4 1 UNIF LIVE ROOF TOP 600.0 PLF 0.000 8.670 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF -------------- ---- --------------- ----------- ---- 1 11070 4253 1.00 2 4796 1847 0.90 3 7764 2985 1.00 4 10193 3917 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS ------------------------- CASE BRG#1 BRG#2 1 5335 5335 2 2312 2312 3 3742 3742 4 4913 4913 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 2312 2312 2 2312 2312 3 2312 2312 4 2312 2312 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 ---- ----- ----- 1 3024 3024 2 0 0 3 1431 1431 4 2601 2601 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 0.171 0.283 L/595 0.302 0.424 L/337 2 1 0.000 0.283 0.131 0.424 L/778 0.131 0.196 3 1 0.081 0.283 L/1257 0.212 0.424 L/481 4 1 0.147 0.283 L/692 0.278 0.424 L/366 **** 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. 928 0.673 Page 3 BEAM Hl.,dsn , 2 0.447 0.325 3 0.651 0.472 4 0.854 0.620 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.