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Report (21) 11.O).-p se-) /744 Ae 'Page 1 C:\Users\NWUD\besktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1861\1861-327-BEAMS\1861-327-BEAM 1.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/31/15 14:41:26 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 y THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, ( (/ 11-1' F }41711 INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY:JOB ID: 1861-327-BEAM 1 NW LLC JUN - 9 2015 STATE: OR CODE: IBC PRODUCT: 3-PLY 1-3/4" X 18" LP LVL 2900Fb-2.0E ;QTY OFTIGARD IB DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) Uill1VQD DIVISION LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSE) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 5.000' 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 10912 54342 9256 0.479 0.849 ALLOWABLE 13781 64657 17955 0.674 1.010 STRESS INDICES 0.79 0.84 0.52 L/507 L/285 LOAD CASE 4 4 4 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 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. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 138 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 33" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 20.500' TOTAL SPAN: 20.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD ROOF TOP 300.0 PLF 0.000 20.500 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 20.500 +ALL 1 *UNIF DEAD FLOOR SIDE 37.5 PLF 0.000 20.500 Page 2 1861-327-BEAM 1.dsn . +ALL 1 UNIF WEIGHT BEAM 27.0 PLF 0.000 20.500 1 1 UNIF LIVE ROOF TOP 450.0 PLF 0.000 20.500 +1 1 *UNIF LIVE FLOOR SIDE 75.0 PLF 0.000 20.500 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 20.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 20.500 +3 1 *UNIF LIVE FLOOR SIDE 100.0 PLF 0.000 20.500 4 1 UNIF LIVE ROOF TOP 600.0 PLF 0.000 20.500 * 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 50513 8723 1.00 2 23713 4094 0.90 3 28818 5104 1.00 4 54342 9256 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 10143 10143 2 4762 4762 3 5787 5787 4 10912 10912 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 4762 4762 2 4762 4762 3 4762 4762 4 4762 4762 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 5381 5381 2 0 0 3 1025 1025 4 6150 6150 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.500 3.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. LI? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.419 0.674 L/579 0.790 1.010 L/307 2 1 0.000 0.674 0.371 1.010 L/654 0.371 0.556 3 1 0.080 0.674 L/3039 0.450 1.010 L/538 4 1 0.479 0.674 L/507 0.849 1.010 L/285 **** 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 0.78 0.49 2 0.41 0.25 3 0.45 0.28 'Page 3 1861-327-BEAM 2.dsn • . 4 0.84 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 1861\1861-32?-BEAMS\1861-327-B'EAM 2.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/31/15 14:48:12 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: 1861-327-BEAM 2 STATE: OR CODE: IBC PRODUCT: 3-PLY 1-3/4" X 14" 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 0.000' 0.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 6266 28744 6131 0.158 0.226 ALLOWABLE 13781 40543 13965 0.340 0.510 STRESS INDICES 0.45 0.71 0.44 L/776 L/542 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. ***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. *** 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. NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 56" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 10.500' TOTAL SPAN: 10.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) "Page 2 1861-327-BEAM .2.dsn •• ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 5.000 +ALL 1 UNIF WEIGHT BEAM 21.0 PLF 0.000 10.500 ALL 1 UNIF DEAD ROOF TOP 15.0 PLF 0.000 5.000 ALL 1 *CONC DEAD FLOOR SIDE 2976.8 LBS 5.000 1 1 UNIF LIVE ROOF TOP 22.5 PLF 0.000 5.000 1 1 *CONC LIVE FLOOR SIDE 5953.6 LBS 5.000 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 5.000 2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 5.000 3 1 *CONC LIVE FLOOR SIDE 7938.2 LBS 5.000 4 1 UNIF LIVE ROOF TOP 30.0 PLF 0.000 5.000 * 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 23836 5149 1.00 2 8555 1968 0.90 3 28744 6131 1.00 4 8741 2046 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 5312 4527 2 2108 1665 3 6266 5445 4 2222 1701 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 2108 1665 2 2108 1665 3 2108 1665 4 2108 1665 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 3204 2862 2 0 0 3 4158 3780 4 114 36 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.500 3.500 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 2976.8 5.000 3.000 1 LIVE 7938.2 5.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.120 0.340 L/1024 0.188 0.510 L/652 2 1 0.000 0.340 0.068 0.510 L/1794 0.068 0.102 3 1 0.158 0.340 L/776 0.226 0.510 L/542 4 1 0.002 0.340 L/70957 0.070 0.510 L/1750 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 ", ' Page 3. 1861-327-BEAM 2.dsn **** 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 0.59 0.37 2 0.23 0.16 3 0.71 0.44 4 0.22 0.15 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 C:\Users\NWUD\besktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1861\1861-327-BEAMS\1861-327-BEAM 3.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/31/15 14:51:40 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: 1861-327-BEAM 3 STATE: OR CODE: IBC PRODUCT: 3-PLY 1-3/4" 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 18.000' 5.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 4878 17586 4783 0.354 0.500 ALLOWABLE 13781 29854 11845 0.490 0.735 STRESS INDICES 0.35 0.59 0.40 L/499 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) . 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 6" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 2 ROWS OF 16d (3-1/2") NAILS AT 6" 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. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 495 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 82" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 15.000' TOTAL SPAN: 15.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 172.5 PLF 0.000 15.000 +ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 15.000 +1 1 *UNIF LIVE FLOOR SIDE 460.0 PLF 0.000 15.000 Page 2 1861-327-BEAM 3.dsn +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 15.000 * 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 17586 4783 1.00 2 5147 1400 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 4878 4878 2 1428 1428 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1428 1428 2 1428 1428 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 3450 3450 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.500 3.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. LI? INSTANT LONG-TERM 1 1 0.354 0.490 L/499 0.500 0.735 L/353 2 1 0.000 0.490 0.146 0.735 L/1206 0.146 0.220 **** 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 0.59 0.40 2 0.19 0.13 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 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1861\1861-327-BEAMS\1861-327-BEAM 4.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/31/15 14:54:30 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: 1861-327-BEAM 4 STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2900Fb-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' 17.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 3596 9260 3495 0.170 0.238 ALLOWABLE 9188 19902 7897 0.374 0.560 STRESS INDICES 0.39 0.47 0.44 L/792 L/564 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 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. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 648 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 113" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 11.500' TOTAL SPAN: 11.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING WI W2 X1 (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 127.5 PLF 0.000 11.500 ALL 1 *UNIF DEAD FLOOR SIDE 49.1 PLF 5.000 11.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 11.500 +1 1 *UNIF LIVE FLOOR SIDE 340.0 PLF 0.000 11.500 Page 2 1861-327-BEAM 4.dsn 1 1 *UNIF LIVE FLOOR SIDE 130.9 PLF 5.000 11.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 11.500 2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 5.000 11.500 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 9260 3495 1.00 2 2661 1002 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 3087 3596 2 892 1030 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 892 1030 2 892 1030 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 2195 2565 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.500 3.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. LI? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.170 0.374 L/792 0.238 0.560 L/564 2 1 0.000 0.374 0.069 0.560 L/1963 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 0.47 0.44 2 0.15 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 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 1861\1861-327-BEAMS\1861-327-BEAM 5.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/31/15 15:00:39 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: 1861-327-BEAM 5 STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2900Fb-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' 12.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 2284 5383 2104 0.057 0.108 m ALLOWABLE 9188 19902 7897 0.324 0.485 STRESS INDICES 0.25 0.27 0.27 L/2045 L/1074 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. ***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: 330 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 10.000' TOTAL SPAN: 10.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING M1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 10.000 +ALL 1 *UNIF DEAD FLOOR SIDE 90.0 PLF 0.000 10.000 ALL 1 UNIF DEAD ROOF TOP 15.0 PLF 0.000 10.000 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 10.000 Page 2, 1861-327-BEAM 5.dsn • +1 1 *UNIF LIVE FLOOR SIDE 180.0 PLF 0.000 10.000 1 1 UNIF LIVE ROOF TOP 22.5 PLF 0.000 10.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 10.000 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 10.000 +3 1 *UNIF LIVE FLOOR SIDE 240.0 PLF 0.000 10.000 4 1 UNIF LIVE ROOF TOP 30.0 PLF 0.000 10.000 * 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 4941 1900 1.00 2 2555 939 0.90 3 5383 2104 1.00 4 2909 1055 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 2097 2097 2 1084 1084 3 2284 2284 4 1234 1234 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1084 1084 2 1084 1084 3 1084 1084 4 1084 1084 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 1012 1013 2 0 0 3 1200 1200 4 150 150 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.500 3.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.048 0.324 L/2424 0.100 0.485 L/1170 2 1 0.000 0.324 0.051 0.485 L/2263 0.051 0.077 3 1 0.057 0.324 L/2045 0.108 0.485 L/1074 4 1 0.007 0.324 L/16359 0.059 0.485 L/1988 **** 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 0.25 0.24 2 0.14 0.13 3 0.27 0.27 4 0.15 0.13 'Page 3 1861-327-BEAM .5.dsn 0 • 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 1861\1861-327-BEAMS\1861-327-REAM 6.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/31/15 15:06:09 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/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 1861-327-BEAM 6 STATE: OR CODE: IBC PRODUCT: 3-PLY 1-3/4" X 18" LP LVL 2900Fb-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' 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 12207 48251 11388 0.466 0.701 ALLOWABLE 13781 64657 17955 0.657 0.985 STRESS INDICES 0.89 0.75 0.63 L/508 L/338 LOAD CASE 1 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. ***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. *** 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: 509 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 42" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 20.000' TOTAL SPAN: 20.00 FT LOAD PATTERNS •'Page 2 1861-327-BEAM •6.dsn • • CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD ROOF TOP 300.0 PLF 0.000 5.000 +ALL 1 *UNIF DEAD FLOOR SIDE 123.8 PLF 0.000 20.000 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 5.000 +ALL 1 UNIF WEIGHT BEAM 27.0 PLF 0.000 20.000 ALL 1 *UNIF DEAD FLOOR SIDE 15.0 PLF 5.000 20.000 ALL 1 *CONC DEAD FLOOR SIDE 1890.0 LBS 5.000 1 1 UNIF LIVE ROOF TOP 450.0 PLF 0.000 5.000 +1 1 *UNIF LIVE FLOOR SIDE 247.5 PLF 0.000 20.000 1 1 *UNIF LIVE FLOOR SIDE 30.0 PLF 5.000 20.000 1 1 *CONC LIVE FLOOR SIDE 3780.0 LBS 5.000 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 5.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 20.000 2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 5.000 20.000 2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 5.000 +3 1 *UNIF LIVE FLOOR SIDE 330.0 PLF 0.000 20.000 3 1 *UNIF LIVE FLOOR SIDE 40.0 PLF 5.000 20.000 3 1 *CONC LIVE FLOOR SIDE 5040.0 LBS 5.000 4 1 UNIF LIVE ROOF TOP 600.0 PLF 0.000 5.000 * 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 43971 10837 1.00 2 16351 4118 0.90 3 48251 11388 1.00 4 21613 5806 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 12207 6353 2 4760 2371 3 12065 7306 4 7385 2746 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 4760 2371 2 4760 2371 3 4760 2371 4 4760 2371 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 7448 3982 2 0 0 3 7305 4935 4 2625 375 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.500 3.500 CONCENTRATED LOADS SPAN TYPE W1 (LBS) Xl (FT) MIN BRG (IN) 1 DEAD 1890.0 5.000 3.000 1 LIVE 5040.0 5.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION Rage 3„ 1861-327-BEAM 6.dsn CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. LI? INSTANT LONG-TERM 1 1 0.395 0.657 L/599 0.630 0.985 L/375 2 1 0.000 0.657 0.235 0.985 L/1007 0.235 0.352 3 1 0.466 0.657 L/508 0.701 0.985 L/338 4 1 0.062 0.657 L/3819 0.296 0.985 L/798 **** 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 0.68 0.60 2 0.28 0.25 3 0.75 0.63 4 0.33 0.32 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 1861\1861-327-BEAMS\1861-327-BEAM 7.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/31/15 15:12:05 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: 1861-327-BEAM 7 STATE: OR CODE: IBC PRODUCT: 3-PLY 1-3/4" X 18" 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 1.000' 0.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 10049 47377 10022 0.361 0.687 ALLOWABLE 13781 64657 17955 0.707 1.060 STRESS INDICES 0.73 0.73 0.56 L/705 L/370 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. *** 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. NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 43" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 21.500' TOTAL SPAN: 21.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING WI W2 Xl (FT) X2 (FT) Page 2 , 1861-327-BEAM 7.dsn ALL 1 UNIF DEAD WALL TOP 100.0 PLF 3.000 21.500 +ALL 1 UNIF WEIGHT BEAM 27.0 PLF 0.000 21.500 ALL 1 UNIF DEAD ROOF TOP 15.0 PLF 3.000 21.500 +ALL 1 UNIF DEAD FLOOR TOP 7.5 PLF 0.000 21.500 ALL 1 CONC DEAD ROOF TOP 2310.0 LBS 5.000 ALL 1 *CONC DEAD FLOOR SIDE 1733.2 LBS 5.000 1 1 UNIF LIVE ROOF TOP 22.5 PLF 3.000 21.500 +1 1 UNIF LIVE FLOOR TOP 15.0 PLF 0.000 21.500 1 1 *CONC LIVE FLOOR SIDE 3466.4 LBS 5.000 1 1 CONC LIVE ROOF TOP 3465.0 LBS 5.000 2 1 UNIF LIVE ROOF TOP 0.0 PLF 3.000 21.500 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 21.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 5.000 2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 5.000 +3 1 UNIF LIVE FLOOR TOP 20.0 PLF 0.000 21.500 3 1 *CONC LIVE FLOOR SIDE 4621.8 LBS 5.000 4 1 UNIF LIVE ROOF TOP 30.0 PLF 3.000 21.500 4 1 CONC LIVE ROOF TOP 4620.0 LBS 5.000 * 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 47377 10022 1.00 2 20637 4366 0.90 3 38307 8112 1.00 j 4 38621 8161 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 10049 4534 2 4390 2524 3 8151 3814 4 - 8174 3914 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 4390 2524 2 4390 2524 3 4390 2524 4 4390 2524 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 5660 2010 2 0 0 3 3762 1290 4 3784 1391 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.500 3.500 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 2310.0 5.000 3.374 1 DEAD 1733.2 5.000 3.374 1 LIVE 4621.8 5.000 3.374 1 LIVE 4620.0 5.000 3.374 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. LI? INSTANT LONG-TERM • Page 3 1861-327-BEAM '7.dsn 1 1 0.361 0.707 L/705 0.687 1.060 L/370 2 1 0.000 0.707 0.327 1.060 L/779 0.327 0.490 3 1 0.237 0.707 L/1076 0.563 1.060 L/452 4 1 0.244 0.707 L/1041 0.571 1.060 L/446 **** 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 0.73 0.56 2 0.35 0.27 3 0.59 0.45 4 0.60 0.45 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 1861\]861-327-BEAMS\1861-327-BAM A.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/31/15 11:01:01 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 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: 1861-327-BEAM A STATE: OR CODE: IBC PRODUCT: 3-PLY 1-3/4" X 9-1/2" 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 0.000' 0.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 1376 6854 1262 0.410 0.688 ALLOWABLE 13781 19586 9476 0.674 1.010 STRESS INDICES 0.10 0.35 0.13 L/592 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) . 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. NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 197" O.C. OR LESS. *** NO WALL LOAD WAS USED. STRUCTURAL GEOMETRY SPAN 1 20.500' TOTAL SPAN: 20.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD ROOF TOP 40.0 PLF 0.000 20.500 +ALL 1 UNIF WEIGHT BEAM 14.3 PLF 0.000 20.500 1 1 UNIF LIVE ROOF TOP 80.0 PLF 0.000 20.500 Page 2 1861-327-BEAM A.dsn • 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 20.500 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 6854 1262 1.00 2 2770 517 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 1376 1376 2 556 556 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 556 556 2 556 556 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 820 820 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.500 3.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. LI? INSTANT LONG-TERM 1 1 0.410 0.674 L/592 0.688 1.010 L/353 2 1 0.000 0.674 0.278 1.010 L/872 0.278 0.417 **** 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 0.35 0.13 2 0.16 0.06 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. .Page L. C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1861\1861-327-BEAMS\1861-327-HDR H1.c�sn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/31/15 10:57:03 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: 1861-327-HDR H1 STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LSL 1.55E 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' 0.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 3870 7669 3025 0.181 0.274 ALLOWABLE 10719 10705 9088 0.274 0.410 STRESS INDICES 0.36 0.72 0.33 L/545 L/359 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 76" O.C. OR LESS. *** NO WALL LOAD WAS USED. STRUCTURAL GEOMETRY SPAN 1 8.500' TOTAL SPAN: 8.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD ROOF TOP 300.0 PLF 0.000 8.500 +ALL 1 UNIF WEIGHT BEAM 10.6 PLF 0.000 8.500 1 1 UNIF LIVE ROOF TOP 600.0 PLF 0.000 8.500 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 8.500 -Page 2 1861-327-HDR H1.dsn + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 7669 3025 1.00 2 2616 1037 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 3870 3870 2 1320 1320 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1320 1320 2 1320 1320 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 2550 2550 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.500 3.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. LI? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.181 0.274 L/545 0.274 0.410 L/359 2 1 0.000 0.274 0.094 0.410 L/1052 0.094 0.140 "** 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 0.33 2 0.27 0.13 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 • C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1861\1861-327-BEAMS\1861-327-Hr)R H2.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 05/31/15 15:17:17 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: 1861-327-HDR H2 STATE: OR CODE: IBC PRODUCT: 3-PLY 1-3/4" X 11-1/4" LP LSL 1.55E 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 16.500' 5.000' TOP L/360 L/240 SPAN CARRIED IS CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 5223 12960 4163 0.203 0.285 ALLOWABLE 16078 21981 16144 0.340 0.510 STRESS INDICES 0.32 0.59 0.26 L/603 L/431 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. NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 82" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 10.500' TOTAL SPAN: 10.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 XI (FT) X2 (FT) +ALL 1 UNIF DEAD FLOOR TOP 266.2 PLF 0.000 10.500 +ALL 1 UNIF WEIGHT BEAM 18.9 PLF 0.000 10.500 +1 1 UNIF LIVE FLOOR TOP 709.8 PLF 0.000 10.500 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 10.500 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. -"Page 2 1861-327-HDR H2.dsn SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 12960 4163 1.00 2 3713 1205 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 5223 5223 2 1497 1497 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1497 1497 2 1497 1497 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 3727 3727 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.500 3.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. LI? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.203 0.340 L/603 0.285 0.510 L/431 2 1 0.000 0.340 0.082 0.510 L/1503 0.082 0.122 **** 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 0.59 0.26 2 0.19 0.08 SLENDERNESS RATIO = 2.14 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.