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Report (2) Page 1 N:\JOBS Stone Bridge\1917\304 Beams\304-BEAM A.dsn /k Ta:Ul S LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 03/06/15 15:49:30 RECEIVED WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY DEC 2 8 2015 *** WOOD-E DESIGN 2013.4 EXPIRES ON 3/31/2015. LP WILL MAKE AVAILABLE TO CITY OFTIGAR D ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN BUILDING DIVISION THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, '�1 9 INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 304-BEAM A STATE: OR CODE: IBC PRODUCT: 2-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 8.500' 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 8543 9048 4827 0.137 0.187 ALLOWABLE 9188 20246 8035 0.395 0.593 STRESS INDICES 0.930 0.447 0.601 L/1038 L/762 LOAD CASE 1 1 1 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) . NOTES *** PROVIDE ANCHORAGE FOR UPLIFT AT SUPPORTS. ANCHORAGE DETAIL TO BE PROVIDED BY PROJECT DESIGNER. CONNECTION ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 6" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. *** COMPRESSION EDGE BRACING REQUIRED AT 121" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 SPAN 2 12.000' 6.500' TOTAL SPAN: 18.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 Xl (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 183.8 PLF 0.000 12.000 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 12.000 +ALL 2 *UNIF DEAD FLOOR SIDE 183.8 PLF 0.000 6.500 +ALL 2 UNIF WEIGHT BEAM 11.9 PLF 0.000 6.500 +1 1 *UNIF LIVE FLOOR SIDE 490.0 PLF 0.000 12.000 +1 2 *UNIF LIVE FLOOR SIDE 490.0 PLF 0.000 6.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 12.000 +2 2 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 6.500 Page 2 304-BEAM A.dsn +3 1 *UNIF LIVE FLOOR SIDE 490.0 PLF 0.000 12.000 +4 2 *UNIF LIVE FLOOR SIDE 490.0 PLF 0.000 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 -9048 4827 1.00 2 -2582 1377 0.90 3 8294 4754 1.00 4 -3445 2720 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 BRG#3 1 3341 8543 801 2 953 2438 229 3 3416 6734 -652 4 877 4246 1681 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 BRG#3 1 953 2438 229 2 953 2438 229 3 953 2438 229 4 953 2438 229 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 BRG#3 1 2387 6105 572 2 0 0 0 3 2463 4297 -880 4 -76 1808 1453 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 BRG# 3 3.500 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 0.124 0.395 L/1146 0.174 0.593 L/819 1 2 -0.013 0.212 L/6087 -0.018 0.318 L/4350 2 1 0.000 0.395 0.050 0.593 L/2869 0.050 0.074 2 2 0.000 0.212 -0.005 0.318 L/15245 -0.005 -0.008 3 1 0.137 0.395 L/1038 0.187 0.593 L/762 3 2 -0.026 0.212 L/2970 -0.030 0.318 L/2507 4 1 -0.014 0.395 L/10337 0.037 0.593 L/3851 4 2 0.015 0.212 L/5232 0.011 0.318 L/7070 **** 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 0.447 0.601 2 0.142 0.190 3 0.410 0.592 4 0.170 0.339 SLENDERNESS RATIO = 3.39 LIMIT = 10.00 Page 3 304-BEAM A.dsn 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 LSE, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\PLAN 304\304-BEAMS\304-BEAM B.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.2 12/20/13 12:34:35 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2012.2 EXPIRES ON 3/31/2014. 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: 304-BEAM B STATE: OR CODE: IBC PRODUCT: 2-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 10.000' 7.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 2959 8450 2887 0.152 0.214 ALLOWABLE 9188 20246 8035 0.390 0.585 STRESS INDICES 0.322 0.417 0.359 L/927 L/658 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . NOTES CONNECTION ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 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. *** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 12.000' TOTAL SPAN: 12.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 131.3 PLF 0.000 12.000 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 12.000 +1 1 *UNIF LIVE FLOOR SIDE 350.0 PLF 0.000 12.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 12.000 * 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 8450 2887 1.00 Page 2 304-BEAM B.dsn 2 2453 838 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 2959 2959 2 859 859 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 859 859 2 859 859 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 2100 2100 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. L/? INSTANT LONG-TERM 1 1 0.152 0.390 L/927 0.214 0.585 L/658 2 1 0.000 0.390 0.062 0.585 L/2266 0.062 0.093 **** 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 0.417 0.359 2 0.135 0.116 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)\PLAN 304\304-BEAMS\304-BEAM C.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.2 12/20/13 12:36:55 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2012.2 EXPIRES ON 3/31/2014. 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: 304-BEAM C STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2950Fb-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 13.000' 8.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 1960 2906 1872 0.015 0.021 ALLOWABLE 9188 20246 8035 0.207 0.310 STRESS INDICES 0.213 0.144 0.233 L/5061 L/3608 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . NOTES CONNECTION ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 8" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 6.500' TOTAL SPAN: 6.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 X1 (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 161.3 PLF 0.000 6.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 6.500 +1 1 *UNIF LIVE FLOOR SIDE 430.0 PLF 0.000 6.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 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 2906 1872 1.00 11 Page 2 304-BEAM C.dsn 2 834 537 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 1960 1960 2 563 563 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 563 563 2 563 563 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 1398 1398 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. L/? INSTANT LONG-TERM 1 1 0.015 0.207 L/5O61 0.021 0.310 L/3608 2 1 0.000 0.207 0.006 0.310 L/12568 0.006 0.009 **** 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 0.144 0.233 2 0.046 0.074 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)\PLAN 304\304-BEAMS\304-BEAM D.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.2 12/20/13 12:40:49 1111 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2012.2 EXPIRES ON 3/31/2014. 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: 304-BEAM D STATE: OR CODE: IBC PRODUCT: 3-PLY 1-3/4" X 16" LP LVL 2950Fb-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 9.750' 9.750' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 5883 30034 5801 0.450 0.647 ALLOWABLE 13781 52849 16240 0.690 1.035 STRESS INDICES 0.427 0.568 0.357 L/552 L/384 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . NOTES CONNECTION ***ATTACH TWO PLIES WITH 3 ROWS OF 16d (3-1/2") NAILS AT 8" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 3 ROWS OF 16d (3-1/2") NAILS AT 8" OC. TO THE UN-NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4") MAY BE USED. *** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 21.000' TOTAL SPAN: 21.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 146.3 PLF 0.000 21.000 +ALL 1 UNIF WEIGHT BEAM 24.0 PLF 0.000 21.000 +1 1 *UNIF LIVE FLOOR SIDE 390.0 PLF 0.000 21.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 21.000 * 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 Page 2 304-BEAM D.dsn 1 30034 5801 1.00 2 9128 1763 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 5883 5883 2 1788 1788 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1788 1788 2 1788 1788 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 4095 4095 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. L/? INSTANT LONG-TERM 1 1 0.450 0.690 L/552 0.647 1.035 L/384 2 1 0.000 0.690 0.197 1.035 L/1263 0.197 0.295 **** 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 0.568 0.357 2 0.192 0.121 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. Page 1 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\PLAN 304\304-BEAMS\304-BEAM E.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.2 12/20/13 12:45:23 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2012.2 EXPIRES ON 3/31/2014. 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: 304-BEAM E STATE: OR CODE: IBC PRODUCT: 3-PLY 1-3/4" X 16" LP LVL 2950Fb-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' 9.750' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 4411 21728 4195 0.298 0.469 ALLOWABLE 13781 52849 16240 0.690 1.035 STRESS INDICES 0.320 0.411 0.258 L/833 L/530 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) . NOTES CONNECTION ***ATTACH TWO PLIES WITH 3 ROWS OF 16d (3-1/2") NAILS AT 12" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 3 ROWS OF 16d (3-1/2") NAILS AT 12" OC. TO THE UN-NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4") MAY BE USED. *** 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. *** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 21.000' TOTAL SPAN: 21.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD WALL TOP 100.0 PLF 14.000 21.000 +ALL 1 *UNIF DEAD FLOOR SIDE 73.1 PLF 0.000 21.000 +ALL 1 UNIF WEIGHT BEAM 24.0 PLF 0.000 21.000 ALL 1 *UNIF DEAD FLOOR SIDE 19.1 PLF 0.000 14.000 Page 2 304-BEAM E.dsn ALL 1 UNIF DEAD ROOF TOP 15.0 PLF 14.000 21.000 ALL 1 *CONC DEAD FLOOR SIDE 141.5 LBS 14.000 +1 1 *UNIF LIVE FLOOR SIDE 146.3 PLF 0.000 21.000 1 1 *UNIF LIVE FLOOR SIDE 38.2 PLF 0.000 14.000 1 1 UNIF LIVE ROOF TOP 22.5 PLF 14.000 21.000 1 1 *CONC LIVE FLOOR SIDE 283.1 LBS 14.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 21.000 2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 14.000 2 1 UNIF LIVE ROOF TOP 0.0 PLF 14.000 21.000 2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 14.000 +3 1 *UNIF LIVE FLOOR SIDE 195.0 PLF 0.000 21.000 3 1 *UNIF LIVE FLOOR SIDE 50.9 PLF 0.000 14.000 3 1 *CONC LIVE FLOOR SIDE 377.5 LBS 14.000 4 1 UNIF LIVE ROOF TOP 30.0 PLF 14.000 21.000 * 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 18524 3665 1.00 2 7879 1687 0.90 3 21728 4195 1.00 4 8267 1817 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 3392 3908 2 1380 1874 3 4028 4411 4 1415 2049 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1380 1874 2 1380 1874 3 1380 1874 4 1380 1874 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 2013 2034 2 0 0 3 2648 2537 4 35 175 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.500 3.500 CONCENTRATED LOADS SPAN TYPE Wl (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 141.5 14.000 3.000 1 LIVE 377.5 14.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.230 0.690 L/1081 0.401 1.035 L/620 2 1 0.000 0.690 0.171 1.035 L/1456 0.171 0.256 3 1 0.298 0.690 L/833 0.469 1.035 L/530 Page 3 304-BEAM E.dsn 4 1 0.008 0.690 L/30098 0.179 1.035 L/1389 **** 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 0.350 0.226 2 0.166 0.115 3 0.411 0.258 4 0.156 0.112 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. Page 1 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\PLAN 304\304-BEAMS\304-HDR Hl.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.2 12/20/13 12:54:28 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2012.2 EXPIRES ON 3/31/2014. 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: 304-HDR H1 STATE: OR CODE: IBC PRODUCT: 3-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 16.000' 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 4973 9855 3889 0.132 0.235 ALLOWABLE 16078 16058 13632 0.274 0.410 STRESS INDICES 0.309 0.614 0.285 L/747 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) . NOTES CONNECTION *** DESIGN ASSUMES COMPONENTS CARRIED 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. *** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 8.500' TOTAL SPAN: 8.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 Xl (FT) X2 (FT) ALL 1 UNIF DEAD ROOF TOP 277.7 PLF 0.000 8.500 +ALL 1 UNIF DEAD FLOOR TOP 120.0 PLF 0.000 8.500 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 8.500 +ALL 1 UNIF WEIGHT BEAM 15.9 PLF 0.000 8.500 1 1 UNIF LIVE ROOF TOP 416.5 PLF 0.000 8.500 +1 1 UNIF LIVE FLOOR TOP 240.0 PLF 0.000 8.500 Page 2 304-HDR H1.dsn 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 8.500 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 8.500 +3 1 UNIF LIVE FLOOR TOP 320.0 PLF 0.000 8.500 4 1 UNIF LIVE ROOF TOP 555.3 PLF 0.000 8.500 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 9855 3889 1.00 2 4326 1714 0.90 3 7021 2774 1.00 4 9003 3553 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 4973 4973 2 2183 2183 3 3543 3543 4 4543 4543 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 2183 2183 2 2183 2183 3 2183 2183 4 2183 2183 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 2790 2790 2 0 0 3 1360 1360 4 2360 2360 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 0.132 0.274 L/747 0.235 0.410 L/419 2 1 0.000 0.274 0.103 0.410 L/955 0.103 0.155 3 1 0.064 0.274 L/1532 0.167 0.410 L/588 4 1 0.112 0.274 L/883 0.215 0.410 L/459 **** 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 0.614 0.285 2 0.299 0.140 3 0.437 0.203 4 0.561 0.261 SLENDERNESS RATIO = 1.81 LIMIT = 10.00 Page 3 304-HDR Hl.dsn 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)\PLAN 304\304-BEAMS\304-HDR H2.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.2 12/20/13 12:55:36 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2012.2 EXPIRES ON 3/31/2014. 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: 304-HDR H2 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 16.000' 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 3786 5612 2702 0.071 0.126 ALLOWABLE 10719 10705 9088 0.207 0.310 STRESS INDICES 0.353 0.524 0.297 L/1053 L/593 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . NOTES CONNECTION *** DESIGN ASSUMES COMPONENTS CARRIED ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. *** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 6.500' TOTAL SPAN: 6.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD ROOF TOP 277.7 PLF 0.000 6.500 +ALL 1 UNIF DEAD FLOOR TOP 120.0 PLF 0.000 6.500 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 6.500 +ALL 1 UNIF WEIGHT BEAM 10.6 PLF 0.000 6.500 1 1 UNIF LIVE ROOF TOP 416.5 PLF 0.000 6.500 +1 1 UNIF LIVE FLOOR TOP 240.0 PLF 0.000 6.500 Page 2 304-HDR H2.dsn 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 6.500 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 6.500 +3 1 UNIF LIVE FLOOR TOP 320.0 PLF 0.000 6.500 4 1 UNIF LIVE ROOF TOP 555.3 PLF 0.000 6.500 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 5612 2702 1.00 2 2449 1184 0.90 3 3991 1924 1.00 4 5124 2468 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 3786 3786 2 1652 1652 3 2692 2692 4 3457 3457 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1652 1652 2 1652 1652 3 1652 1652 4 1652 1652 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 2134 2134 2 0 0 3 1040 1040 4 1805 1805 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 0.071 0.207 L/1053 0.126 0.310 L/593 2 1 0.000 0.207 0.055 0.310 L/1359 0.055 0.082 3 1 0.035 0.207 L/2159 0.089 0.310 L/834 4 1 0.060 0.207 L/1244 0.115 0.310 L/650 **** 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 0.524 0.297 2 0.254 0.145 3 0.373 0.212 4 0.479 0.272 SLENDERNESS RATIO = 2.71 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY • Page 3 304-HDR H2.dsn 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)\PLAN 304\304-BEAMS\304-HDR H3.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.2 12/20/13 12:52:39 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2012.2 EXPIRES ON 3/31/2014. 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: 304-HDR H3 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 13.000' 8.500' TOP L/360 L/240 SPAN CARRIED IS CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 2136 2634 1416 0.032 0.045 ALLOWABLE 10719 10705 9088 0.174 0.260 STRESS INDICES 0.199 0.246 0.156 L/1937 L/1390 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . NOTES CONNECTION *** DESIGN ASSUMES COMPONENTS CARRIED ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 5.500' TOTAL SPAN: 5.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 Xl (FT) X2 (FT) +ALL 1 UNIF DEAD FLOOR TOP 209.0 PLF 0.000 5.500 +ALL 1 UNIF WEIGHT BEAM 10.6 PLF 0.000 5.500 +1 1 UNIF LIVE FLOOR TOP 557.2 PLF 0.000 5.500 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 5.500 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. Page 2 304-HDR H3.dsn SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 2634 1416 1.00 2 745 406 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 2136 2136 2 604 604 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 604 604 2 604 604 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 1532 1532 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. L/? INSTANT LONG-TERM 1 1 0.032 0.174 L/1937 0.045 0.260 L/1390 2 1 0.000 0.174 0.013 0.260 L/4916 0.013 0.019 **** 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 0.246 0.156 2 0.077 0.050 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)\PLAN 304\304-BEAMS\304-HDR H4.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.2 12/20/13 12:58:04 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2012.2 EXPIRES ON 3/31/2014. 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: 304-HDR H4 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' 13.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 3566 5287 2546 0.066 0.118 ALLOWABLE 10719 10705 9088 0.207 0.310 STRESS INDICES 0.333 0.494 0.280 L/1130 L/630 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . NOTES CONNECTION *** DESIGN ASSUMES COMPONENTS CARRIED ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. *** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 6.500' TOTAL SPAN: 6.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD ROOF TOP 277.7 PLF 0.000 6.500 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 6.500 +ALL 1 UNIF DEAD FLOOR TOP 97.5 PLF 0.000 6.500 +ALL 1 UNIF WEIGHT BEAM 10.6 PLF 0.000 6.500 1 1 UNIF LIVE ROOF TOP 416.5 PLF 0.000 6.500 +1 1 UNIF LIVE FLOOR TOP 195.0 PLF 0.000 6.500 Page 2 304-HDR H4.dsn 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 6.500 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 6.500 +3 1 UNIF LIVE FLOOR TOP 260.0 PLF 0.000 6.500 4 1 UNIF LIVE ROOF TOP 555.3 PLF 0.000 6.500 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 5287 2546 1.00 2 2340 1132 0.90 3 3593 1733 1.00 4 5016 2416 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 3566 3566 2 1579 1579 3 2424 2424 4 3384 3384 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1579 1579 2 1579 1579 3 1579 1579 4 1579 1579 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 1987 1987 2 0 0 3 845 845 4 1805 1805 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 0.066 0.207 L/1130 0.118 0.310 L/630 2 1 0.000 0.207 0.052 0.310 L/1422 0.052 0.079 3 1 0.028 0.207 L/2658 0.080 0.310 L/927 4 1 0.060 0.207 L/1244 0.112 0.310 L/664 **** 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 0.494 0.280 2 0.243 0.138 3 0.336 0.191 4 0.469 0.266 SLENDERNESS RATIO = 2.71 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY Page 3 304-HDR H4.dsn 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)\PLAN 304\304-BEAMS\304-HDR H5.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.2 12/20/13 13:01:33 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2012.2 EXPIRES ON 3/31/2014. 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: 304-HDR H5 STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 11-7/8" 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 1605 5979 1389 0.117 0.386 ALLOWABLE 10719 16202 11360 0.540 0.810 STRESS INDICES 0.150 0.369 0.122 L/1661 L/503 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . NOTES CONNECTION *** DESIGN ASSUMES COMPONENTS CARRIED ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. *** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 16.500' TOTAL SPAN: 16.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 Xl (FT) X2 (FT) ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 11.500 ALL 1 UNIF DEAD ROOF TOP 19.3 PLF 11.500 16.500 ALL 1 UNIF DEAD FLOOR TOP 19.1 PLF 0.000 11.500 ALL 1 UNIF DEAD ROOF TOP 15.0 PLF 0.000 11.500 +ALL 1 UNIF WEIGHT BEAM 13.3 PLF 0.000 16.500 1 1 UNIF LIVE FLOOR TOP 38.2 PLF 0.000 11.500 1 1 UNIF LIVE ROOF TOP 29.0 PLF 11.500 16.500 Page 2 304-HDR HS.dsn 1 1 UNIF LIVE ROOF TOP 22.5 PLF 0.000 11.500 2 1 UNIF LIVE ROOF TOP 0.0 PLF 11.500 16.500 2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 11.500 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 11.500 3 1 UNIF LIVE FLOOR TOP 50.9 PLF 0.000 11.500 4 1 UNIF LIVE ROOF TOP 38.7 PLF 11.500 16.500 4 1 UNIF LIVE ROOF TOP 30.0 PLF 0.000 11.500 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 5979 1389 1.00 2 4179 981 0.90 3 5562 1308 1.00 4 5197 1199 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 1605 1095 2 1129 729 3 1510 933 4 1383 1013 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1129 729 2 1129 729 3 1129 729 4 1129 729 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 477 366 2 0 0 3 381 204 4 254 284 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 0.117 0.540 L/1661 0.386 0.810 L/503 2 1 0.000 0.540 0.269 0.810 L/723 0.269 0.404 3 1 0.088 0.540 L/2202 0.358 0.810 L/544 4 1 0.068 0.540 L/2863 0.337 0.810 L/577 **** 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 0.369 0.122 2 0.287 0.096 3 0.343 0.115 4 0.321 0.106 Page 3 304-HDR H5.dsn 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.