Report Page 2 .303A BEAM 1.dsn •
+4 1 UNIF LIVE ROOF TOP 562.5 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 11145 3807 1.00
2 5140 1745 0.90
3 6548 2326 1.00
4 11738 3913 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 4750 4750
2 2191 2191
3 2791 2791
4 5003 5003
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 2191 2191
2 2191 2191
3 2191 2191
4 2191 2191
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 2559 2559
2 0 0
3 600 600
4 2813 2813
MINIMUM BEARING SIZES (IN)
BRG# 1 BRG# 2
3.750 3.750
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.109 0.323 L/1063 0.203 0.484 L/573
2 1 0.000 0.323 0.094 0.484 L/1242 0.094 0.140
3 1 0.026 0.323 L/4534 0.119 0.484 L/975
4 1 0.120 0.323 L/967 0.214 0.484 L/544
**** 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 0.613 0.482
2 0.314 0.246
3 0.360 0.295
4 0.645 0.496
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.
r Paces 3 303A BEAM 1.dsn
THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS.
USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS
IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.
Pae 1 'N:\JOBS Stone Bridge\1846\1846 Beams\303A BEAM 2.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 04/23/15 13:49:38
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2013.4 EXPIRES ON 3/31/2015. 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: 303A FLOOR BEAM 2
STATE: OR CODE: IRC
PRODUCT: 1-PLY 7" 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 9.500' 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 7018 28549 6899 0.587 0.834
ALLOWABLE 14438 40491 16071 0.593 0.889
STRESS INDICES 0.486 0.705 0.429 L/364 L/256
LOAD CASE 1 1 1 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
NOTES
*** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT.
STRUCTURAL GEOMETRY
SPAN 1
18.000'
TOTAL SPAN: 18.00 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING WI W2 X1 (FT) X2 (FT)
ALL 1 UNIF DEAD FLOOR SIDE 150.0 PLF 10.000 18.000
ALL 1 UNIF DEAD FLOOR SIDE 101.2 PLF 0.000 10.000
+ALL 1 UNIF DEAD FLOOR SIDE 71.3 PLF 0.000 18.000
+ALL 1 UNIF WEIGHT BEAM 23.8 PLF 0.000 18.000
1 1 UNIF LIVE FLOOR SIDE 400.0 PLF 10.000 18.000
1 1 UNIF LIVE FLOOR SIDE 269.8 PLF 0.000 10.000
+1 1 UNIF LIVE FLOOR SIDE 190.0 PLF 0.000 18.000
2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 10.000 18.000
2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 10.000
+2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 18.000
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 28549 6899 1.00
2 8468 2035 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
Page 2 303A BEAM 2.dsn
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 6223 7018
2 1853 2070
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 1853 2070
2 1853 2070
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 4370 4948
2 0 0
MINIMUM BEARING SIZES (IN)
BRG# 1 BRG# 2
2.500 2.750
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. LI? INSTANT LONG-TERM
1 1 0.587 0.593 L/364 0.834 0.889 L/256
2 1 0.000 0.593 0.247 0.889 L/862 0.247 0.371
**** 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 0.705 0.429
2 0.232 0.141
SLENDERNESS RATIO = 1.70 LIMIT = 10.00
VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY
RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN
TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED
LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR
UNCERTAINTIES, PLEASE CONTACT LP.
THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS.
USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS
IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.
Page 1 'N:\JOBS Stone Bridge\1846\1846 Beams\303A BEAM 3.dsn g ,
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 04/23/15 13:50:21
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2013.4 EXPIRES ON 3/31/2015. 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: 303A FLOOR BEAM 3
STATE: OR CODE: IRC
PRODUCT: 3-PLY 1-3/4" X 20" LP LVL 2650Fb-1.9E
DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS)
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
FLOOR 40 15 NO 0.000' 13.000' SIDE L/360 L/240
ROOF 30 15 11.500' 33.500' TOP
FLOOR SPAN CARRIED IS NOT CONTINUOUS. ROOF SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 12663 61481 10905 0.358 0.647
ALLOWABLE 13781 71852 19950 0.657 0.985
STRESS INDICES 0.919 0.856 0.547 L/660 L/366
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 4 ROWS OF 16d (3-1/2") NAILS AT 12" OC.
FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD
PLY WITH 4 ROWS OF 16d (3-1/2") NAILS AT 12" OC. TO THE UN-NAILED
SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX
NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4")
MAY BE USED.
*** COMPRESSION EDGE BRACING REQUIRED AT 30" O.C. OR LESS.
STRUCTURAL GEOMETRY
SPAN 1
20.000'
TOTAL SPAN: 20.00 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
+ALL 1 UNIF DEAD ROOF TOP 337.5 PLF 0.000 20.000
+ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 20.000
+ALL 1 *UNIF DEAD FLOOR SIDE 97.5 PLF 0.000 20.000
+ALL 1 UNIF WEIGHT BEAM 30.0 PLF 0.000 20.000
+1 1 UNIF LIVE ROOF TOP 506.3 PLF 0.000 20.000
+1 1 *UNIF LIVE FLOOR SIDE 195.0 PLF 0.000 20.000
+2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 20.000
+2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 20.000
Page 2 303A BEAM 3.d§n
+3 1 *UNIF LIVE FLOOR SIDE 260.0 PLF 0.000 20.000
+4 1 UNIF LIVE ROOF TOP 675.0 PLF 0.000 20.000
* 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 61481 10905 1.00
2 27434 4839 0.90
3 40058 7401 1.00
4 60207 10365 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 12663 12663
2 5650 5650
3 8250 8250
4 12400 12400
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 5650 5650
2 5650 5650
3 5650 5650
4 5650 5650
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 7013 7012
2 0 0
3 2600 2600
4 6750 6750
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 0.358 0.657 L/660 0.647 0.985 L/366
2 1 0.000 0.657 0.289 0.985 L/820 0.289 0.433
3 1 0.133 0.657 L/1781 0.421 0.985 L/561
4 1 0.345 0.657 L/686 0.633 0.985 L/373
**** 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 0.856 0.547
2 0.424 0.270
3 0.558 0.371
4 0.838 0.520
SLENDERNESS RATIO = 3.81 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
Page 3 303A BEAM 3.dsn • +
UNCERTAINTIES, PLEASE CONTACT LP.
THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS.
USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS
IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.
Page 1 N:\JOBS Stond Bridge\1846\1846 Beams\303A BEAM 4.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 04/23/15 13:50:56
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2013.4 EXPIRES ON 3/31/2015. 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: 303A FLOOR BEAM 4
STATE: OR CODE: IRC
PRODUCT: 1-PLY 1-3/4" X 11-7/8" LP LVL 2650Fb-1.9E
DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS)
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
FLOOR 40 15 NO 0.000' 4.000' SIDE L/360 L/240
ROOF 30 15 14.000' 33.500' TOP
FLOOR SPAN CARRIED IS NOT CONTINUOUS. ROOF SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 3915 5882 2608 0.053 0.089
ALLOWABLE 3938 9093 3948 0.208 0.313
STRESS INDICES 0.994 0.647 0.661 L/1422 L/841
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) .
NOTES
*** COMPRESSION EDGE BRACING REQUIRED AT 74" 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 356.3 PLF 0.000 6.500
+ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 6.500
+ALL 1 UNIF DEAD FLOOR SIDE 30.0 PLF 0.000 6.500
+ALL 1 UNIF WEIGHT BEAM 5.9 PLF 0.000 6.500
+1 1 UNIF LIVE ROOF TOP 534.4 PLF 0.000 6.500
+1 1 UNIF LIVE FLOOR SIDE 60.0 PLF 0.000 6.500
+2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 6.500
+2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 6.500
+3 1 UNIF LIVE FLOOR SIDE 80.0 PLF 0.000 6.500
+4 1 UNIF LIVE ROOF TOP 712.5 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 5306 2415 1.00
2 2403 1087 0.90
Page 2 303A BEAM 4.dsn
3 2794 1337 1.00
4 5882 2608 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 3531 3531
2 1600 1600
3 1860 1860
4 3915 3915
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 1600 1600
2 1600 1600
3 1600 1600
4 1600 1600
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 1932 1932
2 0 0
3 260 260
4 2316 2316
MINIMUM BEARING SIZES (IN)
BRG# 1 BRG# 2
3.000 3.000
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.044 0.208 L/1704 0.080 0.313 L/932
2 1 0.000 0.208 0.036 0.313 L/2058 0.036 0.055
3 1 0.006 0.208 L/12664 0.042 0.313 L/1771
4 1 0.053 0.208 L/1422 0.089 0.313 L/841
**** 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 0.583 0.612
2 0.294 0.306
3 0.307 0.339
4 0.647 0.661
SLENDERNESS RATIO = 6.79 LIMIT = 10.00
VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY
RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN
TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED
LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR
UNCERTAINTIES, PLEASE CONTACT LP.
THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS.
USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS
IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.
Page 1 N:\JOBS Stone' Bridge\1846\1846 Beams\303A GARAGE HDR H1.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 04/23/15 13:51:38
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2013.4 EXPIRES ON 3/31/2015. 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: 303A GARAGE HDR BEAM H1
STATE: OR CODE: IRC
PRODUCT: 2-PLY 1-3/4" X 14" LP LVL 2650Fb-1.9E
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 1.500' 11.500' 0.00 TOP L/240 L/180
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 2529 10196 2159 0.204 0.321
ALLOWABLE 5906 24699 9310 0.816 1.087
STRESS INDICES 0.428 0.413 0.232 L/958 L/609
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 3 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 109" 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
16.500'
TOTAL SPAN: 16.50 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 X1 (FT) X2 (FT)
+ALL 1 UNIF DEAD ROOF TOP 97.5 PLF 0.000 16.500
+ALL 1 UNIF WEIGHT BEAM 14.0 PLF 0.000 16.500
+1 1 UNIF LIVE ROOF TOP 195.0 PLF 0.000 16.500
+2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 16.500
Page 2 303A GARAGE HDR H1.dsno
3 1 UNIF LIVE ROOF TOP 48.0 PLF 0.188 2.687
4 1 UNIF LIVE ROOF TOP 48.0 PLF 13.813 16.312
5 1 UNIF LIVE ROOF TOP 48.0 PLF 7.000 9.500
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 10196 2159 1.00
2 3709 796 0.90
3 3790 906 1.00
4 3790 906 1.00
5 4161 856 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 2529 2529
2 920 920
3 1030 930
4 930 1030
5 980 980
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 920 920
2 920 920
3 920 920
4 920 920
5 920 920
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 1609 1609
2 0 0
3 110 10
4 10 110
5 60 60
MINIMUM BEARING SIZES (IN)
BRG# 1 BRG# 2
2.250 2.250
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.204 0.816 L/958 0.321 1.087 L/609
2 1 0.000 0.816 0.117 1.087 L/1675 0.117 0.175
3 1 0.003 0.816 L/63758 0.120 1.087 L/1633
4 1 0.003 0.816 L/63758 0.120 1.087 L/1633
5 1 0.012 0.816 L/16046 0.129 1.087 L/1516
**** 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 0.413 0.232
2 0.167 0.095
3 0.153 0.097
Page 3 303A GARAGE HDR H1.dsn
4 0.153 0.097
5 0.168 0.092
SLENDERNESS RATIO = 4.00 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 2 FLOOR HEADER H1.dsn
+ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 8.500
+ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 8.500
+1 1 UNIF LIVE ROOF TOP 421.9 PLF 0.000 8.500
+1 1 UNIF LIVE FLOOR TOP 240.0 PLF 0.000 8.500
+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 562.5 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 (LES) LDF
1 10200 3970 1.00
2 4443 1734
0.90
3 72.26 2815 1.00
4 9335 3634 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 4984 4984
2 2171 2171
3 3531 3531
4 4561 4561
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 2171 2171
2 2171 2171
3 2171 2171
4 2171 2171
REACTIONS FOR LIVE LOAD
CASE BRG#i BRG#2
2813 2813
2 0 0
3 1360 1360
4 2391 2391
MINIMUM BEARING SIZES (IN)
BRG# 1 BRG# 2
1.899 1.899
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. LI? INSTANT LONG-TERM
1 0.1.52 0.278 L/659 0.269 0.417 L/372
2 1 0.000 0.278 0.117 0.417 L/854 0.117 0.176
3 1 0.073 0.278 L/1364 0.191 0.417 L/525
4 1 0.129 0.278 L/?76 0.246 0.417 L/407
**** 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
Page 3 FLOOR HEADER H1.dsn
1 0.85 0.63
2 0.41 0.30
3 0.61 0.45
4 0.78 0.58
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 L? ENGINEERED WOOD PRODUCTS.
USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS
IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA--PACIFIC CORPORATION.
Page 1 N:\JOBS Stone Bridge\1867\1867 BEAMS\FLOOR HEADER H2.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 12/15/15 20:30:56
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: 1867 FLOOR HEADER H2
STATE: OR CODE: IRC
PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 2650Fb-1.9E
DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAST (UNFACTORED LOADS)
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
FLOOR 40 15 NO 16.000' 0.000' TOP L/360 L/240
ROOF 30 15 37.500' 10.000' TOP
FLOOR SPAN CARRIED IS NOT CONTINUOUS. ROOF SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 4420 6876 3256 0.060 0.105
ALLOWABLE 4421 11932 6318 0.212 0.318
STRESS INDICES 1.00 0.58 0.52 L/1272 L/724
LOAD CASE 1 1 1 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
CONNECTION
*** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM,
SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY.
***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT
12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR
HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS
WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4")
MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE.
NOTES
*** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT.
STRUCTURAL GEOMETRY
SPAN 1
6.500'
TOTAL SPAN: 6.50 FT
LOAD PATTERNS
CASE
CAS.._ SPAN SHAPE "Ys., SOURCE LOADING G Ml WI X.S. X2 (F7)
+AL:. 1 UNIF DEAD ROOF TOP 356.3 REF 0.000 6.500
+ALL 1 UNIF DEAD FLOOR. TOP 120.0 PLF 0.000 6.500
Page 2 FLOOR HEADER H2.dsn
+ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 6.500
+ALL I UNIF WEIGHT BEAM 9.5 PLF 0.000 6.500
+1 UNIF LIVE ROOF TOP 534.4 PLF 0.000 6.500
+1 IJNIF LIVE FLOOR TOP 240.0 PLF 0.000 6.500
+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 712.5 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 6876 3256 1.00
2 2961 1406 0.90
3 4579 2171 1.00 •
4 6564 3108 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 4420 4420
2 1904 1904
3 2944 2944
4 4219 4219
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 1904 1904
2 1904 1904
3 1904 1904
4 1904 1904
REACTIONS FOR LIVE LOAD
-----------------------
CASE BRG#I BRG#2
1 2517 2517
2 0 0
3 1040 1040
4 2316 2316
MINIMUM BEARING SIZES (IN) )
BRG# 1 BRG# 2
1.684 1.684
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.060 0.212 L/1272 0.105 0.3113 L/724
2 1 0.000 0.212 0.045 0.318 L/16681. 0.045 0.068
3 1 0.025 0.2.12 L/3077 0.070 0.318 L/1087
4 1 0.055 0.212 L/1382 0.101 0.318 L/758
**** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 ****
**** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. ****
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH , OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
STRESS INDICES CASE ?4SI VS
P
•
Page 3 FLOOR HEADER H2.dsn
1 0.58 0.52
2 0.28 0.25
3 0.38 0.34
4 0.55 0.49
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.