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Report ,/ 57)-01s---pro/ ICA() i�rS - Page 1 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1839\1839-310op4-BEAMS\BEAM A.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/10/15 01:08:05 RECF 1V WARNING ■■■ *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY MAY 21 2015 WOOD-E DESIGN ALL REGIISTEREDUSERSSIIEXPIRES ANUPDATEDVEI RSIONOFOTHE WOOD-L EDLL ESA AKE AVAILABLE O DESIGN SOFTWARE IN � � � (r , y THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, r3@�Jll�t'I1�Il�� �� lld� INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 310 FLOOR BEAM A 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 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 12981 48958 11329 0.186 0.321 ALLOWABLE 14766 59083 17955 0.456 0.684 STRESS INDICES 0.88 0.83 0.63 L/883 L/512 LOAD CASE 1 4 1. 4 4 **** 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. *** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 550 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 35" 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) • Page 2 BEAM A.dsn +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 DEAD FLOOR SIDE 30.0 PLF 0.000 5.500 +ALL 1 UNIF WEIGHT BEAM 27.0 PLF 0.000 14.000 ALL 1 CONC DEAD ROOF TOP 2066.7 LBS 5.500 +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 1 1 *UNIF LIVE FLOOR SIDE 60.0 PLF 0.000 5.500 1 1 CONC LIVE ROOF TOP 3100.0 LBS 5.500 +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 2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 5.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 5.500 +3 1 *UNIF LIVE FLOOR SIDE 320.0 PLF 0.000 14.000 3 1 *UNIF LIVE FLOOR SIDE 80.0 PLF 0.000 5.500 +4 1 UNIF LIVE ROOF TOP 690.0 PLF 0.000 14.000 4 1 CONC LIVE ROOF TOP 4133.3 LBS 5.500 * 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 47677 11329 1.00 2 20193 4773 0.90 3 28131 7307 1.00 4 48958 10980 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 12981 11574 2 5532 4989 3 8125 7315 4 12871 11442 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 5532 4989 2 5532 4989 3 5532 4989 4 5532 4989 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 7450 6585 2 0 0 3 2594 2326 4 7340 6454 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.750 3.750 CONCENTRATED LOADS SPAN TYPE WI (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 2066.7 5.500 3.000 1 LIVE 4133.3 5.500 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 • ' Page 3 BEAM A.dsn 1 1 0.182 0.456 L/904 0.317 0.684 L/519 2 1 0.000 0.456 0.135 0.684 L/1218 0.135 0.202 3 1 0.056 0.456 L/2910 0.191 0.684 L/859 4 1 0.186 0.456 L/883 0.321 0.684 L/512 **** 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 0.81 0.63 2 0.38 0.30 3 0.48 0.41 4 0.83 0.61 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 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1839\1839-310op4'-BEAMS\BEAM B.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/10/15 01:09:38 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 4025 8703 4032 0.093 0.129 ALLOWABLE 7996 18187 7897 0.291 0.437 STRESS INDICES 0.50 0.48 0.51 L/1129 L/810 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 EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 9.000' TOTAL SPAN: 9.00 FT LOAD PATTERNS Page 2 BEAM B.dsn 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 11.9 PLF 0.000 9.000 ALL 1 *CONC DEAD FLOOR SIDE 72.3 LBS 6.500 +1 1 *UNIF LIVE FLOOR SIDE 630.0 PLF 0.000 9.000 1 1 *CONC LIVE FLOOR SIDE 192.7 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 8703 4032 1.00 2 2456 1137 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 4025 4143 2 1137 1169 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1137 1169 2 1137 1169 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 2889 2974 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.046 3.136 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 72.3 6.500 3.000 1 LIVE 192.7 6.500 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. LI? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.093 0.291 L/1129 0.129 0.437 L/810 2 1 0.000 0.291 0.037 0.437 L/2871 0.037 0.055 **** 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 0.48 0.51 2 0.15 0.16 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 Page 3 BEAM B.dsn 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 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1839\1839-3100p4-BEAMS\BEAM C.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/10/15 01:10:41 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 5401 16955 5275 0.410 0.572 ALLOWABLE 10500 18187 7897 0.439 0.658 STRESS INDICES 0.51 0.93 0.67 L/386 L/276 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 33" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 13.500' TOTAL SPAN: 13.50 FT LOAD PATTERNS • Page 2 BEAM C.dsn CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (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 ALL 1 *CONC DEAD FLOOR SIDE 72.3 LBS 11.000 +1 1 *UNIF LIVE FLOOR SIDE 550.0 PLF 0.000 13.500 1 1 *CONC LIVE FLOOR SIDE 192.7 LBS 11.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 13.500 2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 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 16955 5275 1.00 2 4811 1496 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 5234 5401 2 1486 1531 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1486 1531 2 1486 1531 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 3748 3870 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 4.000 4.000 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 72.3 11.000 3.000 1 LIVE 192.7 11.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.410 0.439 L/386 0.572 0.658 L/276 2 1 0.000 0.439 0.162 0.658 L/974 0.162 0.243 **** 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 0.93 0.67 2 0.29 0.21 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 Page 3 BEAM C.dsn 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 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1839\1839-310op4=BEAMS\BEAM D.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/10/15 01:12:51 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 D STATE: OR CODE: IRC PRODUCT: 3-PLY 1-3/4" X 18" LP LVL 2900Fb-2.0E 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' 13.500' 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 11633 48897 10212 0.392 0.663 ALLOWABLE 11633 64657 17955 0.658 0.987 STRESS INDICES 1.00 0.76 0.57 L/604 L/357 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 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. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 426 PLF LDE: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 41" 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) Page 2 BEAM D.dsn ALL 1 UNIF DEAD ROOF TOP 300.0 PLF 13.500 20.000 +ALL 1 *UNIF DEAD FLOOR SIDE 101.3 PLF 0.000 20.000 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 13.500 20.000 +ALL 1 UNIF WEIGHT BEAM 27.0 PLF 0.000 20.000 ALL 1 *UNIF DEAD FLOOR SIDE 15.0 PLF 0.000 13.500 ALL 1 CONC DEAD ROOF TOP 2070.0 LBS 13.500 1 1 UNIF LIVE ROOF TOP 450.0 PLF 13.500 20.000 +1 1 *UNIF LIVE FLOOR SIDE 202.5 PLF 0.000 20.000 1 1 *UNIF LIVE FLOOR SIDE 30.0 PLF 0.000 13.500 1 1 CONC LIVE ROOF TOP 3105.0 LBS 13.500 2 1 UNIF LIVE ROOF TOP 0.0 PLF 13.500 20.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 20.000 2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 13.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 13.500 +3 1 *UNIF LIVE FLOOR SIDE 270.0 PLF 0.000 20.000 3 1 *UNIF LIVE FLOOR SIDE 40.0 PLF 0.000 13.500 4 1 UNIF LIVE ROOF TOP 600.0 PLF 13.500 20.000 4 1 CONC LIVE ROOF TOP 4140.0 LBS 13.500 * 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 48897 10212 1.00 2 20089 4260 0.90 3 33123 7106 1.00 4 45797 9350 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 6290 11633 2 2512 4926 3 5570 7808 4 4492 10987 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 2512 4926 2 2512 4926 3 2512 4926 4 2512 4926 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 3778 6707 2 0 0 3 3058 2882 4 1979 6061 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.250 2.954 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 2070.0 13.500 3.000 1 LIVE 4140.0 13.500 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM - ► f Page 3 BEAM D.dsn 1 1 0.392 0.658 L/604 0.663 0.987 L/357 2 1 0.000 0.658 0.271 0.987 L/875 0.271 0.406 3 1 0.219 0.658 L/1080 0.489 0.987 L/484 4 1 0.307 0.658 L/771 0.577 0.987 L/410 **** 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 0.76 0.57 2 0.35 0.26 3 0.51 0.40 4 0.71 0.52 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 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1839\1839-310op4-BEAMS\BEAM E.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/10/15 01:14:42 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 E STATE: OR CODE: IRC PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2900Fb-2.0E 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' 13.500' SIDE L/360 L/240 ROOF 30 15 4.000' 2.000' 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 3433 10315 3157 0.167 0.326 ALLOWABLE 15750 19902 7897 0.417 0.625 STRESS INDICES 0.22 0.52 0.40 L/901 L/460 LOAD CASE 1 1 3 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. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 371 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 98" 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 FLOOR SIDE 101.3 PLF 0.000 13.000 +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 13.000 +ALL 1 UNIF DEAD ROOF TOP 45.0 PLF 0.000 13.000 Page 2 BEAM E.dsn +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 13.000 +1 1 *UNIF LIVE FLOOR SIDE 202.5 PLF 0.000 13.000 +1 1 UNIF LIVE ROOF TOP 67.5 PLF 0.000 13.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 13.000 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 13.000 +3 1 *UNIF LIVE FLOOR SIDE 270.0 PLF 0.000 13.000 +4 1 UNIF LIVE ROOF TOP 90.0 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 10315 3091 1.00 2 5042 1470 0.90 3 10315 3157 1.00 4 6800 1943 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 3433 3433 2 1678 1678 3 3433 3433 4 2263 2263 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1678 1678 2 1678 1678 3 1678 1678 4 1678 1678 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 1755 1755 2 0 0 3 1755 1755 4 585 585 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. LI? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.167 0.417 L/901 0.326 0.625 L/460 2 1 0.000 0.417 0.159 0.625 L/942 0.159 0.239 3 1 0.167 0.417 L/901 0.326 0.625 L/460 4 1 0.056 0.417 L/2702 0.215 0.625 L/699 **** 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 0.52 0.39 2 0.28 0.21 3 0.52 0.40 • Page 3 BEAM E.dsn 4 0.34 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. 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 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1839\1839-310op4-BEAMS\tBEAM F.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/10/15 01:18:23 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: 310 BEAM F STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2950Fb-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' 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 3373 4734 2534 0.071 0.085 ALLOWABLE 7875 20246 8035 0.200 0.300 STRESS INDICES 0.43 0.23 0.32 2L/678 2L/566 LOAD CASE 1 1 1 4 4 **** 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 *** PROVIDE ANCHORAGE FOR UPLIFT AT SUPPORTS. ANCHORAGE DETAIL TO BE PROVIDED BY PROJECT DESIGNER. *** COMPRESSION EDGE BRACING REQUIRED Al EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 RIGHT CANT 16.500' 2.000' Page 2 BEAM F.dsn TOTAL SPAN: 18.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 15.0 PLF 0.000 16.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 16.500 ALL R UNIF DEAD WALL TOP 100.0 PLF 0.000 2.000 +ALL R *UNIF DEAD FLOOR SIDE 15.0 PLF 0.000 2.000 +ALL R UNIF WEIGHT BEAM 11.9 PLF 0.000 2.000 ALL R *CONC DEAD FLOOR SIDE 600.0 LBS 2.000 +1 1 *UNIF LIVE FLOOR SIDE 40.0 PLF 0.000 16.500 +1 R *UNIF LIVE FLOOR SIDE 40.0 PLF 0.000 2.000 1 R *CONC LIVE FLOOR SIDE 1600.0 LBS 2.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 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 40.0 PLF 0.000 16.500 +4 R *UNIF LIVE FLOOR SIDE 40.0 PLF 0.000 2.000 4 R *CONC LIVE FLOOR SIDE 1600.0 LBS 2.000 * 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 -4734 2534 1.00 2 -1454 854 0.90 3 1557 854 1.00 4 -4734 2534 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 265 3373 2 134 1164 3 464 1494 4 -65 3043 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 134 1164 2 134 1164 3 134 1164 4 134 1164 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 131 2209 2 0 0 3 330 330 4 -199 1879 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.500 3.000 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) R DEAD 600.0 2.000 3.000 R LIVE 1600.0 2.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION • Page 3 BEAM F.dsn CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 -0.039 0.544 L/5046 -0.044 0.816 L/4429 1 R 0.045 0.200 2L/1062 0.059 0.300 2L/810 2 1 0.000 0.544 -0.007 0.816 L/28574 -0.007 -0.010 2 R 0.000 0.200 0.014 0.300 2L/3419 0.014 0.021 3 1 0.065 0.544 L/2999 0.067 0.816 L/2925 3 R -0.026 0.200 2L/1875 -0.012 0.300 2L/4154 4 1 -0.099 0.544 L/1976 -0.101 0.816 L/1942 4 R 0.071 0.200 2L/678 0.085 0.300 2L/566 **** 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 0.23 0.32 2 0.08 0.12 3 0.08 0.11 4 0.23 0.32 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 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1839\1839-3100p4-BEAMS\BEAM G.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/10/15 01:19:59 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 BEAM G STATE: OR CODE: IBC PRODUCT: 1-PLY 1-3/4" X 11-7/8" LP LVL 2950Fb-2.OE 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' 15.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 2129 4115 1994 0.055 0.094 ALLOWABLE 2129 10123 4018 0.262 0.393 STRESS INDICES 1.00 0.41 0.50 L/1726 L/1006 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 8.000' TOTAL SPAN: 6.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD FLOOR SIDE 116.3 PLF 0.000 8.000 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 8.000 +ALL 1 UNIF WEIGHT BEAM 5.9 PLF 0.000 8.000 +1 1 UNIF LIVE FLOOR SIDE 310.0 PLF 0.000 8.000 +2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 8.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 4115 1994 1.00 2 1718 775 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 Page 2 BEAM G.dsn 1 2129 2129 2 889 889 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 889 889 2 889 889 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 1240 1240 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.622 1.622 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. LI? INSTANT LONG-TERM 1 1 0.055 0.262 L/1726 0.094 0.393 L/1006 2 1 0.000 0.262 0.039 0.393 L/2409 0.039 0.059 **** 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 0.50 2 0.19 0.21 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 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1839\1839-310op4-BEAMS\BEAM Hl.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/11/15 16:07:25 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: 3-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 11195 17968 9551 0.188 0.324 ALLOWABLE 11195 17898 9476 0.282 0.423 STRESS INDICES 1.00 1.00 1.01 L/540 L/313 LOAD CASE 4 4 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 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 24" 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 ROOF TOP 266.7 PLF 0.000 2.000 Page 2 BEAM H1.dsn ' +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 ALL 1 UNIF DEAD FLOOR TOP 30.0 PLF 2.000 8.500 +ALL 1 UNIF WEIGHT BEAM 14.3 PLF 0.000 8.670 ALL 1 CONC DEAD ROOF TOP 2066.7 LBS 2.000 +1 1 UNIF LIVE ROOF TOP 450.0 PLF 0.000 8.670 1 1 UNIF LIVE ROOF TOP 400.0 PLF 0.000 2.000 +1 1 UNIF LIVE FLOOR TOP 247.5 PLF 0.000 8.670 1 1 UNIF LIVE FLOOR TOP 60.0 PLF 2.000 8.500 1 1 CONC LIVE ROOF TOP 3100.0 LBS 2.000 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 8.670 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 2.000 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 8.670 2 1 UNIF LIVE FLOOR TOP 0.0 PLF 2.000 8.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 2.000 +3 1 UNIF LIVE FLOOR TOP 330.0 PLF 0.000 8.670 3 1 UNIF LIVE FLOOR TOP 80.0 PLF 2.000 8.500 +4 1 UNIF LIVE ROOF TOP 600.0 PLF 0.000 8.670 4 1 UNIF LIVE ROOF TOP 533.3 PLF 0.000 2.000 4 1 CONC LIVE ROOF TOP 4133.3 LBS 2.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 17812 9106 1.00 2 7456 3785 0.90 3 10935 5114 1.00 4 17968 9551 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 10741 7056 2 4471 2989 3 6107 4734 4 11195 6666 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 4471 2989 2 4471 2989 3 4471 2989 4 4471 2989 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 6270 4067 2 0 0 3 1636 1745 4 6724 3678 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 2.843 2.250 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 2066.7 2.000 3.000 1 LIVE 4133.3 2.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM Page 3 BEAM H1.dsn 1 1 0.188 0.282 L/540 0.324 0.423 L/313 2 1 0.000 0.282 0.136 0.423 L/748 0.136 0.204 3 1 0.065 0.282 L/1571 0.200 0.423 L/507 4 1 0.186 0.282 L/544 0.322 0.423 L/315 **** 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 1.00 0.96 2 0.46 0.44 3 0.61 0.54 4 1.00 1.01 SLENDERNESS RATIO = 1.81 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.