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Report l 1.002-( Page 1 N:\JOBS Stone Bridge\1852\1852 Beams\1852-367-BEAM A.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 07/03/15 11:40:09 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 RECEIVED ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE TWITH CHANGING BUILDING CODES, J U L 1 bp 2015 INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. 9;-T COMPANY: STONE BRIDGE HOMES NW LLC CI OF TIGAR D JOB ID: 1852-367-BEAM A BUILDING DIVISION STATE: OR CODE: IBC PRODUCT: 3-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' 0.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 6499 19561 5601 0;194 0.355 ALLOWABLE 13994 27280 11845 0.407 0.610 STRESS INDICES 0.46 0.72 0.47 L/756 L/412 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 TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 2 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. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 303 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 65" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1. 12.500' TOTAL SPAN: 12.50 FT T T Page 2 1852-367-BEAM A.dsn LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (PT) X2 (FT) ALL 1. UNIF DEAD ROOF TOP - �W262.7 PLF 6.000 12.500 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 12.500 +ALL 1 *UNIF DEAD FLOOR SIDE 82.5 PLF 0.000 12.500 +ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 12.500 ALL 1 CONC DEAD ROOF TOP 881.0 LBS 6.000 1 1 UNIF LIVE ROOF TOP 394.0 PLF 6.000 12.500 +1 1 *UNIF LIVE FLOOR SIDE 165.0 PLF 0.000 12.500 1 1 CONC LIVE ROOF TOP 1321.5 LBS 6.000 2 1 UNIF LIVE ROOF TOP 0.0 PLF 6.000 12.500 +21 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 12.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 6.000 +3 1 *UNIF LIVE FLOOR SIDE 220.0 PLF 0.000 12.500 4 1 UNIF LIVE ROOF TOP 525.3 PLF 6.000 12.500 4 1 CONC LIVE ROOF TOP 1762.0 LBS 6.000 * 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 19561 5601 1.00 2 8833 2512 0.90 3 12929 3854 1.00 4 19041 5289 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 4538▪ 6499 2 2154 2938 3 3529 4313 4 3958 6311 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 2154 2938 2 2154 2938 3 2154 2938 4 2154 2938 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 2384▪ 3561 2 0 0 3 1375 1375 4 1804 3373 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.554 3.554 CONCENTRATED LOADS SPAN TYPE El (LBS) X1 (FT) MIN ERG (IN) 1 DEAD 881.0 6.000 3.000 1 LIVE 1762.0 6.000 3.000 Page 3 1852-367-BEAM A.dsn LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. LI? INSTANT LONG-TERM 1 1 0.194 0.407 L/756 0.355 0.610 L/412 2 1 0.000 0.407 0.162 0.610 L/906 0.162 0.242 3 1 0.079 0.407 1,/1856 0.240 0.610 L/609 4 1 0.180 0.407 L/815 0.341 0.610 L/429 **** 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 0.72 0.47 2 0.36 0.24 3 0..47 0.33 4 0.70 0.45 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 1 N:\JOBS Stone Bridge\1852\1852 Beams\1852-367-BEAM B.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 07/03/15 11:47:00 WARNING - T *** 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: 1852-367-BEAM B STATE: OR CODE: IBC PRODUCT: 1-PLY 7" X 11-7/8" LP LVL 2900Fb-2.0E 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 19.000' 15.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ---ter- -�- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 7051 24526 6907 0.348 0.490 ALLOWABLE 18658 39805 15794 0.473 0.710 STRESS INDICES 0.38 0.62 0.44 L/490 L/348 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 EACH END OF COMPONENT. STRUCTURAL GEOMETRY ------------------- SPAN 1 14.500' TOTAL SPAN: 14.50 FT LOAD PATTERNS ------------- CASL SPAN SHAPE IYI'E SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL- 1�_ UNIFY DEAD FLOOR SIDE 258.8 PLF 0.000 14.500 +ALL I UNIF WEIGHT BEAM 23.8 PLF 0.000 14.500 +1 1 UNIF LIVE FLOOR SIDE 690.0 PLF 0.000 14.500 +2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 14.500 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1�' 24526 6907 1.00 7125 2007 0 .90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS S FOR TOTAL LOADS Page 2 1852-367-BEAM B.dsn CASE BRG#1 BRG#2 1 7051 7051 2 2048 2048 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 --77- 2048 2048 2 2048 2048 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 5002 5003 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 -------- --- ---- 3.554 3.554 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM -------- 1 1 0.348 0.473 L/490 0.490 0.710 L/348 2 1 0.000 0.473 0.142 0.710 L/1197 0.142 0.214 **** 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 0.62 0.44 2 0.20 0.14 SLENDERNESS RATIO = 1.70 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\1852\1852 Beams\1852-367-BEAM C.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 07/03/15 11:52:24 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`: 1852-367-BEAM C STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEADSAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 17.000' 8.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----- -- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 3497 8232 3393 0.108 0.150 ALLOWABLE 9329 18187 7897 0.323 0.485 STRESS INDICES 0.37 0.45 0.43 L/1083 L/774 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 TIIE 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. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 468 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 119" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 10.000' TOTAL SPAN: 10.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING Ni W2 X1 (PT) X2 (FT) Page 2 1852-367-BEADS C.dsn +ALL 1 *UNIF DEAD FLOOR SIDE 187.5 PLF 0.000 10.000 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 10.000 +1 1 *UNIF LIVE FLOOR SIDE 500.0 PLF 0.000 10.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 10.000 A 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 8232 3393 1.00 2 2347 967 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#.2 1 3497 3497 2 997 997 REACTIONS FOR DEAD LOAD ----------------------- CASE BRG#1 BRG#2 1 997 997 2 997 997 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 1 2500 2500 2 0 0 MINIMUMBEARING SIZES" (IN) BRG# 1 BRG# 2 3.554 3.554 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L%? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 _ 0.108 0.323 1/1083 0.150 0.485 L/774 2 1 0.000 0.323 0.043 0.485 L/2715 0.04.3 0.064 **** 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 0.45 0.43 2 0.14 0.14 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 SE 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 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 07/03/15 12:19:57 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: 1852-367-BEAM D STATE: OR CODE: IRC PRODUCT: 1-PLY 7" X 11-7/8" LP LVL 2900Fb-2.OE 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' 19.000' SIDE L/360 L/240 ROOF 30 15 2.000' 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 8966 33681 11252 0.307 0.530 ALLOWABLE 35401 39805 15794 0.412 0.618 STRESS INDICES 0.25 0.85 0.71 L/484 L/280 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 EACH ENIl OF COMPONENT. STRUCTURAL GEOMETRY SPAN 13.000' TOTAL SPAN: 13.00 FT LOAD PATTERNS CASE SPANSHAPETYPE SOURCE LOADING WI W2 X1 (FT) X2 (FT) ALL 1 iNIF LEAD ROOF TOP 262.7 PLF 4.000 10.000 +ALL 1 UNIF DEAD FLOOR SIDE 142.5 PLF 0.000 13.000 ALL 1 UNTF DEAD WALL TOP 100.0 ELF 0.000 10.000 +ALL 1 UNIF WEIGHT BEAM 23.8 PLF 0.000 13.000 ALL 1 UNIF DEAD FLOOR SIDE 15.0 PLF 10.000 13.000 +ALL 1 UNIF DEAD ROOF TOP 15.0 PLF 0.000 13.000 ALL I CONC DEAD ROOF TOP 2449.7 LBS 10.000 ALL 1 CONC DEAD ROOF TOP 1112.7 LBS 4.000 .1 UNIF LIVE HOOP TOP 394.0 PLF 4.000 10.000 +1 1 UNIF LIVE FLOOR SIDE 285.0 PLF 0.000 13.000 1 714IF LIVE FLOOR SIDE 30.0 ELF 10.000 13.000 t1 UNIF LIVE ROOF TOP 22.5 OLE 0.000 13.000 1 1 CONC LIVE ROOF TOP 3674.5 LBS 13.000 1 1 COLIC LIVE ROOF TOP 1669.0 LBS 4.000 Page 2 2 _ UNIF LIVE ROOF TOP 0.0 PLF 4.000 10.000 +21 UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 13.000 2 1 UNIF LIVE FLOOD. SIDE 0.0 PLF 10.000 13.000 +2 _ UNIF LIVE ROOF TOP 0.0 PLF 0.000 13.000 2 CONC LIVE ROOF TOP 0.0 LBS 10.000 2 _ CONC LIVE ROOF TOP 0.0 LBS 4.000 +3 _ UNIF LIVE FLOOR SIDE 380.0 PLF 0.000 13.000 3 1 UNIF LIVE FLOOR SIDE 40.0 PLF 10.000 13.000 4 1 UNIF LIVE ROOF TOP 525.3 PEE 4.000 10.000 +4 1 UNIF LIVE ROOF TOP 30:.0 PLF 0.000 13.000 4 1 CONC LIVE ROOF TOP 4899.3 LBS 10.000 4 1 CONC LIVE ROOF TOP 2225.3 LBS 4.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 33681 11252 1.00 2 14223 4633 0.90 3 21522 7067 1.00 4 32922 11023 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 8966 11369 2 3862 4678 3 6346 7254 4 8183 11024 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 3862 4678 2 3862 4678 3 3862 4678 4 3862 4678 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 5104 6691 2 0 0 3 2484 2576 4 4321 6346 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 6.743 8.574 CONCENTRATED LOADS • SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 2449.7 10.000 3.000 1 DEAD 1112.7 4.000 3.000 1 LIVE 4899.3 10.000 3.000 1 LIVE 2225.3 4.000 3.000 LIVE LOAD DEFLECTION 'TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL, ALLOW. L/? ACTUAL ALLOW. L,/? INSTANT LONG-TERM 1 1 0.307 0.412 L/484 0.530 0.618 L/280 Page 3 2 1 0.000 0.412 0.224 0.618 L/663 0.224 0.336 3 1 0.113 0.412 L/1309 0.337 0.618 L/440 4 1 0.296 0.412 L/502 0.519 0.618 L/286 **** 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 0.85 0.71 2 0.40 0.33 3 0.54 0.45 4 0.83 0.70 SLENDERNESS RATIO = 1.70 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\1852\1852 Seams\1852-367-BEAM J.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 07/03/15 13:41:24 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: 1852-367-BEAM E STATE: OR CODE: IBC PRODUCT: 3-PLY 1-3/4" X 14" 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 19.000' 5.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ___________ REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 8909 23198 7590 0.141 0.210 ALLOWABLE 13994 37048 13965 0.357 0.535 STRESS INDICES 0.64 0.63 0.54 L/910 L/612 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 TWO PLIES WITH 3 ROWS OF 16d (3-1/2") NAILS AT 10" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 3 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 (3-1/4") MAY BE USED. ***MAX.IMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 523 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 67" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 1.000' TOTAL SPAN: 1.1.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 Xi (FT) X2 (FE) Page 2 1852-367-BEAM J.dsn ALL 1 UNIF DEAD FLOOR TOP 225..0 PLF 0.000 11.000 +ALL 1 *UNIF DEAD FLOOR SIDE 183,8 PLF 0.000 11.000 ALL 1 UNIF DEAD WALL TOP 100.0 ELF 0.000 11.000 +ALL 1 UNIF WEIGHT BEAM 21.0 PLF 0.000 11.000 1 _ UNIF LIVE FLOOR TOP 600..0 PLF 0.000 11.000 +1 1 *UNIF LIVE FLOOR SIDE 490,0 PLF 0.000 11.000 2 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 11.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 11.000 * 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 23198 7590 1.00 2 7587 2456 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 8909 8909 2 2914 2914 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 2914 2914 2 2914 2914 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 5995 5995 2 0 0 MINIMUM BEARING SIZES (IN) -------------------------- BRG# _ BRG# 2 3.554 3.554 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. Li? INSTANT LONG-TERM 1 1 0.141 0.357 L/910 0.210 0.535 L/612 2 _ 0.000 0.357 0.069 0.535 L/1871 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 MGI VSI 1 0.63 0.54 2 0.23 0.20 SLENDERNESS RATIO = 2.67 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTiKES. 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 1852-367-BEAM J.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\1852\1852 Beams\1852-367-BEAM F.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 07/03/15 13:48:34 WARNING EEEEEEE *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 20 .4.1 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 BUIL?ING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 1852-367-BEAM F STATE: OR CODE: IBC PRODUCT: 3-PLY 1-3/4" X 22" 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 19.000' 5.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION -------_--- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 16685 5519616525 0.309 0.437 ALLOWABLE 16685 85765 21945 0.639 0.958 STRESS INDICES 1.00 0.64 0.75 L/743 L/527 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 TWO PLIES WITH 4 ROWS OF 16d (3-1/2") NAILS AT 12" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 4 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. *** CONTACT HANGER MANUFACTURER TO VERIFY ABILITY OF HANGER TC 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 M_1LTI-PLY CONNECTION DESIGN MAX. LOAD: 523 PLF IDE: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 44" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 Page 2 1852-367-BEAM F.dsn 19.500' TOTAL SPAN: 19.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 183.8 PLF 0.000 19.500 +ALL 1 UNIF WEIGHT BEAM 33.0 PLF 0.000 19.500 ALL 1 CONC DEAD FLOOR TOP 1923.0 LBS 2.000 ALL 1 CONC DEAD FLOOR TOP 1923.0 LBS 16.000 ALL 1 *CONC DEAD FLOOR SIDE 818.2 LBS 17.500 ALL _ *CONC DEAD FLOOR SIDE 162.8 LBS 17.000 ALL _ *CONC DEAD FLOOR SIDE 153.8 LBS 2.500 +1 1 *UNIF LIVE FLOOR SIDE 490.0 PLF 0.000 19.500 1 CONC LIVE FLOOR TOP 5128.0 LBS 2.000 1 1 CONC LIVE FLOOR TOP 5128.0 LBS 16.000 1 1 *CONC LIVE FLOOR SIDE 2181.8 LBS 17.500 1 1 *CONC LIVE FLOOR SIDE 434.2 LBS 17.000 1 1 *CONC LIVE FLOOR SIDE 410.2 LBS 2.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 19.500 2 :1. CONC LIVE FLOOR TOP 0.0 LBS 2.000 2 1 CONC LIVE FLOOR TOP 0.0 LBS 16.000 2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 17.500 2 1 *CCNC LIVE FLOOR SIDE 0.0 LBS 17.000 2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 2.500 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LES) LDF 1 55196 16525 1.00 2 16145 4737 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1. BRG#2 1 15361 16685 2 4424 4785 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 4424 4785 2 4424 4785 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 10937 11.900 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.901 4.237 CONCENTRATED LOADS SPAN TYPE WI (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 1923.0 2.000 3.000 1 DEAD 1923.0 16.000 3.000 DEAD 618.2 17.500 3.000 DEAD 162.8 17.000 3.000 DEAD 153.8 2.300 3.000 Page 3 1852-367-BEAM F.dsn 1 LIVE 5128.0 2.000 3.000 1 LIVE 5128.0 16.000 3.000 1 LIVE 2181.8 17.500 3.000 1 LIVE 434.2 17.000 3.000 1 LIVE 410.2 2.500 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L;? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.309 0.639 L/743 0.437 0.958 L/527 2 1 0.000 0.639 0.127 0.958 L/1806 0.127 0.191 **** 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 0.64 0.75 2 0.21 0.24 SLENDERNESS RATIO = 4.19 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\1852\1852 Beams\1852-367-BEAM G.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 07/03/15 14:02:06 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 WOOL-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: 1852-367-BEAM G STATE: OR CODE: IBC 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 (0) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 8.000' 4.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ---- REACTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 3851 10692 3460 0.177 0.280 ALLOWABLE 9329 18187 7897 0.390 0.585 STRESS INDICES 0.41 0.59 0.44 L/795 L/502 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. *** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. ***MAXIMUM SIDE LOAD FOR MULTI--PLY CONNECTION DESIGN MAX. LOAD: 220 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 63" O.C. OR LESS, STRUCTURAL GEOMETRY SPAN 1 12.000' TOTAL SPAN: 12.00 FT LOLL P :TT SNS Page 2 1852-367-BEAM G.dsn CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) A▪LL UNIF DEAD WALL TOP 100.0 PLF 0.000 7.500 +ALL _ *UNIF DEAD FLOOR SIDE 90.0 PLF 0.000 12.000 ALL I UNIF DEAD FLOOR TOP 60.0 PLF 0.000 7.500 +ALL I UNIF WEIGHT BEAM 11.9 PLF 0.000 12.000 ALL _ CONC DEAD FLOOR TOP 109.1 LBS 7.500 +1 I *UNIF LIVE FLOOR SIDE 240.0 PLF 0.000 12.000 1 1 UNIF LIVE FLOOR TOP 160.0 PLF 0.000 7.500 1 1 CONC LIVE FLOOR TOP 290.9 LBS 7.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 12.000 2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 7.500 2 1 CONC LIVE FLOOR TOP 0.0 LBS 7.500 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PEE. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LES) LDF 1 10692 3460 1.00 2 3979 1292 0.90 UNFACI'ORED SUPPORT REACTIONS (LES) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS C▪ASE BRG#1 BRG#2 1 3851 3051 2 1477 1055 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1477 1055 2 1477 1055 REACTIONS FOR LIVE. LOAD CASE BRG#1 BRG#2 1 2374 1997 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 3RG# 2 3.554 3.554 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN ERG (IN) 1 DEAD 109.1 7.500 3.000 1 LIVE 290.9 7.500 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. LI? ACTUAL ALLOW. LI? INSTANT LONG-TERM 1 1 0.177 0.390 L/795 0.280 0.585 1./502 2 1 0.000 0.390 0.103 0.585 1.,/1358 0.103 0.155 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 ***`" **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. ***-* **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (0) ✓R TWICE THE LENGTH FOR. CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI Page 3 1852-367-BEAM G.dsn 1 0.59 0.44 2 0.24 0.18 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 Stone Bridge\1852\1852 Beams\1852-367-HDR H1.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 07/02/15 19:17:09 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/OF. METHODS OF ANALYSTS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 1852-367-HDR H1 STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 9-1/2" 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 2.000' 35.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD • ACTUAL 3338 4941 2380 0.052 0.072 ALLOWABLE 9329 11932 6318 0.207 0.310 STRESS INDICES 0.36 0.41 0.38 L/1433 L/1033 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 6.500' TOTAL SPAN: 6.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (CT) --ALL 1 UNIT DEAD FLOOR -OP 277.5 PLC 0.000 6.500 ALL 1 UNIT WEIGHT BEAM 9.5 PLC 0.000 6.500 7. UNI1:• LIVE FLOOR TOP 740.0 PLC 0.000 6.500 Page 2 1852-367-HDR H1.dsn +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 6.500 INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSE. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 4941 2380 1.00 2 1381 671 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 3338 3338 2 933 933 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 933 933 2 933 933 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 2405 2405 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.554 3.554 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. Li? ACTUAL ALLOW. LI? INSTANT LONG-TERM 1.._.._ 1 0.052 0.207 L/1433 0.072 0.310 L/1033 2 1 0.000 0.207 0.020 0.310 L/3696 0.020 0.030 **** 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 0.41 0.38 2 0.13 0.12 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 ".,VL, 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 07/03/15 12:34:37 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: 1852-367-HDR H2 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 0.000' 19.000' 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 6022 8323 5763 0.076 0.131 ALLOWABLE 6022 11932 6318 0.211 0.316 STRESS INDICES 1.00 0.70 0.91 L/1001 L/579 LOAD CASE 1 1 4 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 3E USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. *** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. NOTES *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 6.500. TOTAL SPAN: 6.50 FT LOAD PATTERNS ------------- CASE SPAN SHAPE TYPE SOURCE LOADING `M1. W2 XI. (FI) X2 (FSC) Page 2 ALL 1 UNIF DEAD ROOF TOP 262.7 PLF 1.500 5.500 +ALL 1 UNIF DEAD FLOOR TOP 142.5 PLF 0.000 6.500 +ALL _ UNIF DEAD WALL TOP 100.0 PLF 0.000 6.500 +ALL I UNIF WEIGHT BEAM 9.5 PLF 0.000 6.500 ALL _ CONC DEAD ROOF TOP 1112.7 LBS 5.500 ALL _ CONC DEAD ROOF TOP 881.0 LBS 1.500 1 1 UNIF LIVE ROOF TOP 394.0 PLF 1.500 5.500 +1 1 UNIF LIVE FLOOR TOP 285.0 PLF 0.000 6.500 1 1 CONC LIVE ROOF TOP 1669.0 LBS 5.500 1 1 CONC LIVE ROOF TOP 1321.5 LBS 1.500 2 1 UNIF LIVE ROOF TOP 0.0 PLF 1.500 5.500 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 6.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 5.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 1.500 +3 1 UNIF LIVE FLOOR TOP 380.0 PLF 0.000 6.500 4 1 UNIF LIVE ROOF TOP 525.3 PLF 1.500 5.500 4 1 CONC LIVE ROOF TOP 2225.3 LBS 5.500 4 1 CONC LIVE ROOF TOP 1762.0 LBS 1.500 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 8323 5579 1.00 2 3515 2324 0.90 3 5415 3225 1.00 4 8026 5763 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 5080 6022 2 2153 2530 3 3388 3765 4 4820 5951 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 2153 2530 2 2153 2530 3 2153 2530 4 2153 2530 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 2927 3492 2 0 0 3 1235 1235 4 2668 3421 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.935 2.294 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1. (FT) MIN BRG (IN) 1 DEAD 1112.7 5.500 3.000 DEAD 881.0 1.500 3.000 LIVE 2225.3 5.500 3.000 Page 3 1 LIVE 1762.0 1.500 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.076 0.211 L/1001 0.131 0.316 L/579 2 1 0.000 0.211 0.055 0.316 L/1374 0.055 0.083 3 1 0.029 0.211 L/2636 0.084 0.316 L/903 4 1 0.072 0.211. L/1050 0.127 0.316 L/595 **** 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 0.70 0.88 2 0.33 0.41 3 0.45 0.51 4 0.67 0.91 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. • Page 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 07/03/15 14:18:01 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 AIN 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: 1852-367-HDR H3 STATE: OR CODE: IRC PRODUCT: 3-PLY 1-3/4" X 9-1/2" 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 1.5 NC 0.000' 19.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 4798 15364 5162 0.161 0.239 ALLOWABLE 7166 17898 9476 0.278 0.417 STRESS INDICES 0.67 0.86 0.54 L/621 L/419 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 TWO PLIES WITH 2 ROWS OF 16d. (3-1/2") NAILS AT 12" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 2 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. NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 57" C.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 8.500' TOTAL SPAN: 8.S ) FT COAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 X1 (FT) Xi (FT) Page 2 +A.LL.: 1 UNIF DEAD FLOOR TOP 142.5 PLF 0.000 8.500 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 8.500 +ALL 1. UNIF WEIGHT BEAM 14.3 PLF 0.000 8.500 ALL 1 CONC DEAD FLOOR TOP 1385.5 LBS 3.500 +1 UNIF LIVE FLOOR TOP 380.0 PLF 0.000 8.500 .1 CONC LIVE FLOOR TOP 3694.5 LBS 3.500 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 8.500 2 1 CONC LIVE FLOOR TOP 0.0 LBS 3.500 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 15364 5162 1.00 2 4896 1697 0.90 • UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG41 BRG#2 1 5695 4798 2 1906 1662 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1906 166.2. 2 1906 1662 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 3788 3136 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 2.162 1.820 CONCENTRATED LOADS SPAN TYPE W1 (LES) X1 (FT) MIN BRG (IN) 1 DEAD 1385.5 3.500 3.000 1 LIVE 3694.5 3.500 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.161 0.278 L/621 0.239 0.417 L/419 2 1 0.000 0.278 0.078 0.417 L/1286 0.078 0.117 **** 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 0.86 0.54 2 0.30 0.20 SLENDERNESS RATIO -- 1.81 LIIIT = 10.00 • Page 3 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 UNCERi'AINTIES, 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 07/03/15 14:36:11 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 EVALUA'T'ION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1852-367-HDR H4 STATE: OR CODE: IRC PRODUCT: 3-PLY 1-3/4" X 16" 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 0.000' 19.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION -- --- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 16392 38963 15376 0.401 0.577 ALLOWABLE 16392 47475 15960 0.539 0.808 STRESS INDICES 1.00 0.82 0.96 L/484 L/336 LOAD CASE 3 3 3 3 3 **** 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. ***A'T'TACH 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 1.2" 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. NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 40" O.C. OR LESS, STRUCTURAL GEOMETRY SPAN 1 16.500' TOTAL SPAN: 16.30 FT LOAD PATTERNS ------------- CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) Page 2 +ALL 1 UNIF DEAD FLOOR TOP 142.5 PLF 0.000 16.500 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 1.500 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 14.500 16.500 ALL 1 UNIF DEAD FLOOR TOP 30.0 PLF 1.500 14.500 ALL 1 UNIF DEAD ROOF TOP 30.0 PLF 1.500 14.500 +ALL 1 UNIF WEIGHT BEAM 24.0 PLF 0.000 16.500 ALL 1 CONC DEAD FLOOR TOP 3100.6 LBS 14.500 ALL 1 CONC DEAD FLOOR TOP 2445.3 LBS 1.500 +1 1 UNIF LIVE FLOOR TOP 285.0 PLF 0.000 16.500 1 1 UNIF LIVE FLOOR TOP 60.0 PLF 1.500 14.500 1 1 UNIF LIVE ROOF TOP 45.0 PLF 1.500 14.500 1 1 CONC LIVE FLOOR TOP 6201.3 LBS 14.500 1 1 CONC LIVE FLOOR TOP 4890.5 LBS 1.500 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 16.500 2 1 UNIF LIVE FLOOR TOP 0.0 PLF 1.500 14.500 2 1 UNIF LIVE ROOF TOP 0.0 PLF 1.500 14.500 2 1 CONC LIVE FLOOR TOP 0.0 LBS 14.500 2 1 CONC LIVE FLOOR TOP 0.0 LBS 1.500 +3 1 UNIF LIVE FLOOR TOP 380.0 PLF 0.000 16.500 3 1 UNIF LIVE FLOOR TOP 80.0 PLF 1.500 14.500 3 1 CONC LIVE FLOOR TOP 8268.4 LBS 14.500 3 1 CONC LIVE FLOOR TOP 6520.7 LBS 1.500 4 1 UNIF LIVE ROOF TOP 60.0 PLF 1.500 14.500 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 33607 12939 1.00 2 11953 4494 0.90 3 38963 15376 1.00 4 13826 4873 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BR.G#2 1 12782 13801 2 4530 4894 3 1.5131 16392 4 4932 5272 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 4530 4894 2 4530 4894 3 4530 4894 4 4530 4894 REACTIONS FOR LIVE LOAD CASE BRG#1. BRG#2 1 8252 8907 2 0 0 3 10601 11498 4 402 378 MINIMUM BEARING SIZES (IN) BRG# I BRG# 2 3.843 4.163 CONCENTRATED LOADS Page 3 SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 3100.6 14.500 3.000 I. DEAD 2445.3 1.500 3.000 1 LIVE 8268.4 14.500 3.000 1 LIVE 6520.7 1.500 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. LI? ACTUAL ALLOW. LI? INSTANT LONG-TERM 1 1 0.320 0.539 L/606 0.496 0.808 L/391 2 1 0.000 0.539 0.176 0.808 L/1102 0.176 0.264 3 1 0.401 0.539 L/484 0.577 0.808 L/336 4 1 0.026 0.539 L/7511 0.202 0.808 L/961 **** 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 0.71 0.81 2 0.28 0.31 3 0.82 0.96 4 0.29 0.31 SLENDERNESS RATIO = 3.05 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.