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Page 1 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\JOB 1838\1838-390-BEAMS\1838-390-BEAM A.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 09/08/15 22:25:30 110. }�
WARNING `b.1,�V�17.
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY p �A
*** WOOD-E DESIGN 2014 .1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO On
v ��/r 201
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN Oyu' 0F����
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, ��B
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. 11VGDJV!SJ
COMPANY: STONE BRIDGE HOMES NW LLC X
JOB ID: 1838-390-BEAM A
STATE: OR CODE: IRC
PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2900Fb-2.0E
DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS)
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
FLOOR 40 15 NO 0.000' 13.000' SIDE L/360 L/240
ROOF 30 15 13.000' 13.000' 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 4556 10919 4242 0.118 0.211
ALLOWABLE 8589 19902 7897 0.315 0.472
STRESS INDICES 0.53 0.55 0.54 L/963 L/537
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.
*** 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: 358 PLF LDF: 1.00
NOTES
*** COMPRESSION EDGE BRACING REQUIRED AT 91" O.C. OR LESS.
STRUCTURAL GEOMETRY
SPAN 1
9.750'
TOTAL SPAN: 9.75 FT
LOAD PATTERNS
Page 2 1838-390-BEAM A.dsn
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
+ALL 1 UNIF DEAD ROOF TOP 195.0 PLF 0.000 9.750
+ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 9.750
+ALL 1 *UNIF DEAD FLOOR SIDE 97.5 PLF 0.000 9.750
+ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 9.750
ALL 1 *CONC DEAD FLOOR SIDE 270.0 LBS 2.500
+1 1 UNIF LIVE ROOF TOP 292.5 PLF 0.000 9.750
+1 1 *UNIF LIVE FLOOR SIDE 195.0 PLF 0.000 9.750
1 1 *CONC LIVE FLOOR SIDE 540.0 LBS 2.500
+2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 9.750
+2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 9.750
2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 2.500
+3 1 *UNIF LIVE FLOOR SIDE 260.0 PLF 0.000 9.750
3 1 *CONC LIVE FLOOR SIDE 720.0 LBS 2.500
+4 1 UNIF LIVE ROOF TOP 390.0 PLF 0.000 9.750
* 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 10919 4242 1.00
2 4832 1822 0.90
3 8610 3592 1.00
4 9179 3278 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 4950 4556
2 2172 2041
3 3975 3493
4 4073 3942
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 2172 2041
2 2172 2041
3 2172 2041
4 2172 2041
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 2778 2515
2 0 0
3 1803 1452
4 1901 1901
MINIMUM BEARING SIZES (IN)
BRG# 1 BRG# 2
3.977 3.272
CONCENTRATED LOADS
SPAN TYPE W1 (LBS) Xl (FT) MIN BRG (IN)
1 DEAD 270.0 2.500 3.000
1 LIVE 720.0 2.500 3.000
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.118 0.315 L/963 0.211 0.472 L/537
� I 1
Page 3 1838-390-BEAM A.dsn
2 1 0.000 0.315 0.093 0.472 L/1214 0.093 0.140
3 1 0.073 0.315 L/1543 0.167 0.472 L/680
4 1 0.084 0.315 L/1355 0.177 0.472 L/640
**** 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 0.55 0.54
2 0.27 0.26
3 0.43 0.45
4 0.46 0.42
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 1838\1838-390-BEAMS\1838-390-BEAM B.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 09/08/15 22:28:39
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: 1838-390-BEAM B
STATE: OR CODE: IRC
PRODUCT: 3-PLY 1-3/4" X 16" LP LVL 2900Fb-2.OE
DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS)
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSE) LOAD CARRIED CARRIED LOADING LIVE TOTAL
FLOOR 40 15 NO 0.000' 13.000' SIDE L/360 L/240
ROOF 30 15 13.000' 13.000' 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 7232 27847 6312 0.207 0.383
ALLOWABLE 12883 51954 15960 0.523 0.785
STRESS INDICES 0.56 0.54 0.40 L/912 L/492
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.
***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN
MAX. LOAD: 358 PLF LDF: 1.00
NOTES
*** COMPRESSION EDGE BRACING REQUIRED AT 70" O.C. OR LESS.
STRUCTURAL GEOMETRY
SPAN 1
16.000'
TOTAL SPAN: 16.00 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
+-ALL 1 UNIF DEAD ROOF TOP 195.0 PLF 0.000 16.000
+ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 16.000
Page 2 1838-390-BEAM B.dsn
+ALL 1 *UNIF DEAD FLOOR SIDE 97.5 PLF 0.000 16.000
+ALL 1 UNIF WEIGHT BEAM 24.0 PLF 0.000 16.000
+1 1 UNIF LIVE ROOF TOP 292.5 PLF 0.000 16.000
+1 1 *UNIF LIVE FLOOR SIDE 195.0 PLF 0.000 16.000
+2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 16.000
+2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 16.000
+3 1 *UNIF LIVE FLOOR SIDE 260.0 PLF 0.000 16.000
+4 1 UNIF LIVE ROOF TOP 390.0 PLF 0.000 16.000
* 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 27847 6312 1.00
2 12831 2876 0.90
3 20839 4917 1.00
4 24844 5417 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 7232 7232
2 3332 3332
3 5412 5412
4 6452 6452
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 3332 3332
2 3332 3332
3 3332 3332
4 3332 3332
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 3900 3900
2 0 0
3 2080 2080
4 3120 3120
MINIMUM BEARING SIZES (IN)
BRG# 1 BRG# 2
3.977 3.272
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. LI? INSTANT LONG-TERM
1 1 0.207 0.523 L/912 0.383 0.785 L/492
2 1 0.000 0.523 0.176 0.785 L/1067 0.176 0.265
3 1 0.110 0.523 L/1710 0.287 0.785 L/657
4 1 0.165 0.523 L/1140 0.342 0.785 L/551
**** 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 0.54 0.40
2 0.27 0.20
Page 3 1838-390-BEAM B.dsri
3 0.40 0.31
4 0.48 0.34
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)\JOB 1838\1838-390-BEAMS\1838-390-HDR H1.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 09/08/15 22:31:40
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: 1838-390-HDR H1
STATE: OR CODE: IRC
PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LSL 1.55E
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 1.000' 0.000' TOP L/360 L/240
ROOF 30 15 1.000' 0.000' TOP
FLOOR SPAN CARRIED IS NOT CONTINUOUS. ROOF SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 7003 5817 5978 0.100 0.172
ALLOWABLE 12180 10705 9086 0.273 0.410
STRESS INDICES 0.57 0.54 0.66 L/980 L/571
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.
*** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES.
ADDITIONAL FASTENERS MAY BE REQUIRED.
NOTES
*** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT.
STRUCTURAL GEOMETRY
SPAN 1
8.500'
TOTAL SPAN: 8.50 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
+ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 8.500
+-ALL 1 UNIF WEIGHT BEAM 10.6 PLF 0.000 8.500
+ALL 1 UNIF DEAD ROOF TOP 7.5 PLF 0.000 8.500
Page 2 1838-390-HDR Hl.dsn
+ALL 1 UNIF DEAD FLOOR TOP 7.5 PLF 0.000 8.500
ALL 1 CONC DEAD FLOOR TOP 1973.2 LBS 1.000
+1 1 UNIF LIVE FLOOR TOP 15.0 PLF 0.000 8.500
+1 1 UNIF LIVE ROOF TOP 11.3 PLF 0.000 8.500
1 1 CONC LIVE FLOOR TOP 3946.4 LBS 1.000
+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
2 1 CONC LIVE FLOOR TOP 0.0 LBS 1.000
+3 1 UNIF LIVE FLOOR TOP 20.0 PLF 0.000 8.500
3 1 CONC LIVE FLOOR TOP 5261.8 LBS 1.000
+4 1 UNIF LIVE ROOF TOP 15.0 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 4879 5001 1.00
2 2039 1921 0.90
3 5817 5978 1.00
4 2148 1970 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 5869 1342
2 2275 766
3 7003 1470
4 2339 830
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 2275 766
2 2275 766
3 2275 766
4 2275 766
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 3594 576
2 0 0
3 4728 704
4 64 64
MINIMUM BEARING SIZES (IN)
BRG# 1 BRG# 2
3.977 3.272
CONCENTRATED LOADS
SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN)
1 DEAD 1973.2 1.000 3.000
1 LIVE 5261.8 1.000 3.000
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. LI? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.078 0.273 L/1253 0.151 0.410 L/653
2 1 0.000 0.273 0.072 0.410 L/1359 0.072 0.109
3 1 0.100 0.273 L/980 0.172 0.410 L/571
4 1 0.004 0.273 L/21870 0.077 0.410 L/1281
** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 '***
Page 3 1838-390-HDR Hl.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 0.46 0.55
2 0.21 0.23
3 0.54 0.66
4 0.20 0.22
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.