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Report (2) 41 , Page 2 1428-161-BEAM A.dsn ALL 1 CONC DEAD ROOF TOP 1965.3 LBS 8.500 1 1 UNIF LIVE ROOF TOP 483.5 PLF 0.000 2.500 1 1 UNIF LIVE ROOF TOP 483.5 PLF 8.500 12.500 +1 1 *UNIF LIVE FLOOR SIDE 120.0 PLF 0.000 12.500 1 1 *UNIF LIVE FLOOR SIDE 104.7 PLF 0.000 12.500 1 1 CONC LIVE ROOF TOP 2948.0 LBS 2.500 1 1 CONC LIVE ROOF TOP 2948.0 LBS 8.500 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 2.500 2 1 UNIF LIVE ROOF TOP 0.0 PLF 8.500 12.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 12.500 2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 12.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 2.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 8.500 +3 1 *UNIF LIVE FLOOR SIDE 160.0 PLF 0.000 12.500 3 1 *UNIF LIVE FLOOR SIDE 139.6 PLF 0.000 12.500 4 1 UNIF LIVE ROOF TOP 644.7 PLF 0.000 2.500 4 1 UNIF LIVE ROOF TOP 644.7 PLF 8.500 12.500 4 1 CONC LIVE ROOF TOP 3930.7 LBS 2.500 4 1 CONC LIVE ROOF TOP 3930.7 LBS 8.500 * 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 28507 9425 1.00 2 12266 4006 0.90 3 17700 5835 1.00 4 29024 9402 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 10695 10096 2 4591 4352 3 6464 6225 4 10857 10138 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 4591 4352 2 4591 4352 3 4591 4352 4 4591 4352 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 6104 5744 2 0 0 3 1873 1873 4 6265 5786 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 1965.3 2.500 3.500 1 DEAD 1965.3 8.500 3.500 1 LIVE 3930.7 2.500 3.500 1 LIVE 3930.7 8.500 3.500 , LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION Page 3 1428-161-BEAM A.dsn CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.187 0.407 L/784 0.329 0.610 L/446 2 1 0.000 0.407 0.142 0.610 L/1032 0.142 0.213 3 1 0.062 0.407 L/2348 0.204 0.610 L/717 4 1 0.187 0.407 L/785 0.329 0.610 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 0.691 0.663 2 0.330 0.313 3 0.429 0.411 4 0.704 0.662 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\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1428\1428-161-BEAMS\1428-161-BEAM B.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 01/06/13 20:13:05 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2012.1 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: 1428-161-BEAM B STATE: OR CODE: IBC PRODUCT: 3-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 1.000' 1.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 11114 14980 11060 0.007 0.011 ALLOWABLE 13781 30368 12053 0.090 0.135 STRESS INDICES 0.806 0.493 0.918 L/4799 L/3003 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. *** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. *** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 3.000' TOTAL SPAN: 3.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 Xl (FT) X2 (FT) +ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 3.000 +ALL 1 UNIF DEAD FLOOR TOP 15.0 PLF 0.000 3.000 ALL 1 CONC DEAD ROOF TOP 4564.3 LBS 1.500 Page 2 1428-161-BEAM B.dsn ALL 1 CONC DEAD FLOOR TOP 2916.8 LBS 1.500 ALL 1 CONC DEAD ROOF TOP 751.3 LBS 1.500 +1 1 UNIF LIVE FLOOR TOP 30.0 PLF 0.000 3.000 1 1 CONC LIVE ROOF TOP 6846.5 LBS 1.500 1 1 CONC LIVE FLOOR TOP 5833.6 LBS 1.500 1 1 CONC LIVE ROOF TOP 1127.0 LBS 1.500 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 3.000 2 1 CONC LIVE ROOF TOP 0.0 LBS 1.500 2 1 CONC LIVE FLOOR TOP 0.0 LBS 1.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 1.500 +3 1 UNIF LIVE FLOOR TOP 40.0 PLF 0.000 3.000 3 1 CONC LIVE FLOOR TOP 7778.2 LBS 1.500 4 1 CONC LIVE ROOF TOP 9128.7 LBS 1.500 4 1 CONC LIVE ROOF TOP 1502.7 LBS 1.500 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 14980 11060 1.00 2 5604 4146 0.90 3 10907 8050 1.00 4 12802 9462 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 11114 11114 2 4165 4165 3 8115 8115 4 9481 9481 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 4165 4165 2 4165 4165 3 4165 4165 4 4165 4165 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 6949 6949 2 0 0 3 3949 3949 4 5316 5316 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 4564.3 1.500 3.500 1 DEAD 2916.8 1.500 3.500 1 DEAD 751.3 1.500 3.500 1 LIVE 9128.7 1.500 3.500 1 LIVE 7778.2 1.500 3.500 1 LIVE 1502.7 1.500 3.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. LI? INSTANT LONG-TERM 1 1 0.007 0.090 L/4799 0.011 0.135 L/3003 , Page 3 1428-161-BEAM B.dsn , 2 1 0.000 0.090 0.004 0.135 L/8024 0.004 0.006 3 1 0.004 0.090 L/8476 0.008 0.135 L/4122 4 1 0.005 0.090 L/6255 0.009 0.135 L/3515 **** 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 0.493 0.918 2 0.205 0.382 3 0.359 0.668 4 0.422 0.785 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 1428\1428-161-BEAMS\1428-161-HDR H1.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 01/06/13 14:38:40 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2012.1 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: STONEBRIDGE HOMES JOB ID: 1428-161-HDR H1 STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 2950Fb-2.0E DESIGN CRITERIA FOR ROOF BEAM (UNFACTORED LOADS) LIVE DEAD SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) CARRIED CARRIED SLOPE LOADING LIVE TOTAL 30 15 28.000' 0.000' 0.00 TOP L/240 L/180 SPAN CARRIED IS CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 2665 3569 2071 0.033 0.049 ALLOWABLE 10500 13282 6428 0.308 0.411 STRESS INDICES 0.254 0.269 0.322 L/2273 L/1496 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. *** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. *** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. *** THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED LOAD ACTING OVER 2.5 X 2.5 FT (6.25 SQ FT) 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 210.0 PLF 0.000 6.500 , Page 2 1428-161-HDR H1.dsn +ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 6.500 ALL 1 CONC DEAD ROOF TOP 254.3 LBS 5.000 +1 1 UNIF LIVE ROOF TOP 420.0 PLF 0.000 6.500 1 1 CONC LIVE ROOF TOP 508.7 LBS 5.000 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 6.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 5.000 3 1 UNIF LIVE ROOF TOP 120.0 PLF 0.333 2.833 4 1 UNIF LIVE ROOF TOP 120.0 PLF 3.667 6.166 5 1 UNIF LIVE ROOF TOP 120.0 PLF 2.325 4.825 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 3569 2071 1.00 2 1220 710 0.90 3 1426 797 1.00 4 1459 941 1.00 5 1583 876 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 2254 2665 2 772 909 3 999 982 4 845 1136 5 907 1074 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 772 909 2 772 909 3 772 909 4 772 909 5 772 909 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 1482 1756 2 0 0 3 227 73 4 73 227 5 135 165 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 254.3 5.000 4.000 1 LIVE 508.7 5.000 4.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. LI? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.033 0.308 L/2273 0.049 0.411 L/1496 2 1 0.000 0.308 0.017 0.411 L/4379 0.017 0.025 3 1 0.003 0.308 L/23937 0.020 0.411 L/3708 • Page 3 1428-161-HDR H1.dsn 4 1 0.003 0.308 L/23937 0.020 0.411 L/3706 5 1 0.005 0.308 L/15999 0.022 0.411 L/3438 **** 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 0.269 0.322 2 0.102 0.123 3 0.107 0.124 4 0.110 0.146 5 0.119 0.136 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. r r r Page 1 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1428\1428-161-BEAMS\1428-161-HDR H2.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 01/06/13 14:41:33 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2012.1 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: STONEBRIDGE HOMES JOB ID: 1428-161-HDR H2 STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 2950Fb-2.OE DESIGN CRITERIA FOR ROOF BEAM (UNFACTORED LOADS) LIVE DEAD SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) CARRIED CARRIED SLOPE LOADING LIVE TOTAL 30 15 30.000' 5.000' 0.00 TOP L/240 L/180 SPAN CARRIED IS CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 5896 8624 4165 0.078 0.118 ALLOWABLE 10500 13282 6428 0.308 0.411 STRESS INDICES 0.562 0.649 0.648 L/945 L/627 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. *** THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED LOAD ACTING OVER 2.5 X 2.5 FT (6.25 SQ FT) 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 601.6 PLF 0.000 6.500 +ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 6.500 +1 1 UNIF LIVE ROOF TOP 1203.1 PLF 0.000 6.500 4 Page 2 1428-161-HDR H2.dsn +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 6.500 3 1 UNIF LIVE ROOF TOP 120.0 PLF 0.333 2.833 4 1 UNIF LIVE ROOF TOP 120.0 PLF 3.667 6.166 5 1 UNIF LIVE ROOF TOP 120.0 PLF 2.000 4.500 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 8624 4165 1.00 2 2905 1408 0.90 3 3121 1639 1.00 4 3121 1639 1.00 5 3273 1558 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 5896 5896 2 1986 1986 3 2213 2059 4 2059 2213 5 2136 2136 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1986 1986 2 1986 1986 3 1986 1986 4 1986 1986 5 1986 1986 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 3910 3910 2 0 0 3 227 73 4 73 227 5 150 150 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 4.000 4.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. LI? INSTANT LONG-TERM 1 1 0.078 0.308 L/945 0.118 0.411 L/627 2 1 0.000 0.308 0.040 0.411 L/1860 0.040 0.060 3 1 0.003 0.308 L/23937 0.043 0.411 L/1728 4 1 0.003 0.308 L/23937 0.043 0.411 L/1728 5 1 0.005 0.308 L/15770 0.044 0.411 L/1664 **** 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 0.649 0.648 Page 3 1428-161-HDR H2.dsn 2 0.243 0.243 3 0.235 0.255 4 0.235 0.255 5 0.246 0.242 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 1428\1428-161-BEAMS\1428-161-HDR H3.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 01/06/13 20:16:38 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2012.1 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: 1428-161-HDR H3 STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 9-1/2" 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 15.500' 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 1790 2654 1281 0.021 0.037 ALLOWABLE 9188 13282 6428 0.207 0.310 STRESS INDICES 0.195 0.200 0.199 L/3594 L/2023 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 *** 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 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 FLOOR TOP 116.3 PLF 0.000 6.500 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 6.500 ALL 1 UNIF DEAD ROOF TOP 15.0 PLF 0.000 6.500 +ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 6.500 +1 1 UNIF LIVE FLOOR TOP 232.5 PLF 0.000 6.500 1 1 UNIF LIVE ROOF TOP 22.5 PLF 0.000 6.500 Page 2 1428-161-HDR H3.dsn +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 6.500 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 6.500 +3 1 UNIF LIVE FLOOR TOP 310.0 PLF 0.000 6.500 4 1 UNIF LIVE ROOF TOP 30.0 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 2389 1154 1.00 2 1160 564 0.90 3 2654 1281 1.00 4 1305 634 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 1611 1611 2 782 782 3 1790 1790 4 880 880 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 782 782 2 782 782 3 782 782 4 782 782 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 829 829 2 0 0 3 1008 1008 4 98 98 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 0.017 0.207 L/4369 0.033 0.310 L/2247 2 1 0.000 0.207 0.016 0.310 L/4628 0.016 0.024 3 1 0.021 0.207 L/3594 0.037 0.310 L/2023 4 1 0.002 0.207 L/37138 0.018 0.310 L/4115 **** 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 0.180 0.180 2 0.097 0.097 3 0.200 0.199 4 0.098 0.099 SLENDERNESS RATIO = 2.71 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY •4 Page 3 1428-161-HDR H3.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)\JOB 1428\1428-161-BEAMS\1428-161-HDR H4.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.1 01/06/13 20:39:12 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2012.1 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: 1428-161-HDR H4 STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 9-1/2" 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 15.500' 7.500' TOP L/360 L/240 SPAN CARRIED IS CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 2883 4274 2059 0.043 0.059 ALLOWABLE 9188 13282 6428 0.207 0.310 STRESS INDICES 0.314 0.322 0.320 L/1745 L/1256 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 FLOOR TOP 239.4 PLF 0.000 6.500 +ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 6.500 +1 1 UNIF LIVE FLOOR TOP 638.3 PLF 0.000 6.500 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 6.500 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. ♦ 7 • 0 Page 2 1428-161-HDR H4.dsn SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 4274 2059 1.00 2 1199 583 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 2883 2883 2 809 809 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 809 809 2 809 809 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 2075 2075 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. LI? INSTANT LONG-TERM 1 1 0.043 0.207 L/1745 0.059 0.310 L/1256 2 1 0.000 0.207 0.017 0.310 L/4477 0.017 0.025 **** 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 0.322 0.320 2 0.100 0.101 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.