Report ' � ST�vlS1-- ootSS'
Page 1 •C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\PLAN 302\302-BEAMS\302-BEAM A.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.2 12/15/13 18:53:30
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
PDATED
RSION OF
E WOOD-E
THE CONTINUING EFFORT ATOUMAINTAIN ECOMPLIANCE HWITH CHANGING GBUILDING RCODES,
E IN AUG 2015
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. 9�
COMPANY: STONE BRIDGE HOMES NW LLC = 4
JOB ID: 302-BEAM A
STATE: OR CODE: IBC
PRODUCT: 3-PLY 1-3/4" X 11-7/8" LP LVL 295OFb-2.OE
DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS)
------------------------------
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
----- ----- ---- -------- -------- ------- ---------- ---------
40 15 NO 0.000' 14.000' SIDE L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
---------------------------------------------------------------
ACTUAL 3021 10893 2963 0.201 0.290
ALLOWABLE 13781 30368 12053 0.490 0.735
STRESS INDICES 0.219 0.359 0.246 L/877 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
***ATTACH TWO PLIES WITH 2 ROWS OF 16d (3-1/211) NAILS AT 8" OC.
FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD
PLY WITH 2 ROWS OF 16d (3-1/211) 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
15.000'
TOTAL SPAN: 15.00 FT
LOAD PATTERNS
-------------
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
---- ---- ----- ------ ------ ------- ------------ ------------ ------- -------
+ALL 1 *UNIF DEAD FLOOR SIDE 105.0 PLF 0.000 15.000
+ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 15.000
+1 1 *UNIF LIVE FLOOR SIDE 280.0 PLF 0.000 15.000
+2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 15.000
* INDICATES SIDE LOAD.
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
-------------- ---- --------------- ----------- ----
Page' 2 302-BEAM A.dsn ,
1 10893 2963 1.00
2 3322 903 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
-----------------------------------------------------------------------------
REACTIONS FOR TOTAL LOADS
-------------------------
CASE BRG#1 BRG#2
---- ----- -----
1 3021 3021
2 921 921
REACTIONS FOR DEAD LOAD
-----------------------
CASE BRG#1 BRG#2
---- ----- -----
1 921 921
2 921 921
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 0.201 0.490 L/877 0.290 0.735 L/609
2 1 0.000 0.490 0.088 0.735 L/1998 0.088 0.132
**** 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 0.359 0.246
2 0.122 0.083
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)\PLAN 302\302-BEAMS\302-BEAM B.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.2 12/15/13 18:57:31
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: 302-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 0.000' 15.000' SIDE L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
---------------------------------------------------------------
ACTUAL 6052 5048 2957 0.035 0.057
ALLOWABLE 9188 20246 8035 0.312 0.468
STRESS INDICES 0.659 0.249 0.368 L/3176 L/1976
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
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 42" O.C. OR LESS.
STRUCTURAL GEOMETRY
-------------------
SPAN 1 SPAN 2
-------- --------
9.500' 7.500'
TOTAL SPAN: 17.00 FT
LOAD PATTERNS
-------------
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
---- ---- ----- ------ ------ ------- ------------ ------------ ------- -------
+ALL 1 *UNIF DEAD FLOOR SIDE 112.5 PLF 0.000 9.500
ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 9.500
+ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 9.500
+ALL 2 *UNIF DEAD FLOOR SIDE 112.5 PLF 0.000 7.500
ALL 2 *UNIF DEAD FLOOR SIDE 52.6 PLF 0.000 7.500
+ALL 2 UNIF WEIGHT BEAM 11.9 PLF 0.000 7.500
+1 1 *UNIF LIVE FLOOR SIDE 300.0 PLF 0.000 9.500
+1 2 *UNIF LIVE FLOOR SIDE 300.0 PLF 0.000 7.500
1 2 *UNIF LIVE FLOOR SIDE 140.4 PLF 0.000 7.500
+2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 9.500
Page,2 302-BEAM B.dsn
+2 2 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 7.500
2 2 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 7.500
+3 1 *UNIF LIVE FLOOR SIDE 300.0 PLF 0.000 9.500
+4 2 *UNIF LIVE FLOOR SIDE 300.0 PLF 0.000 7.500
4 2 *UNIF LIVE FLOOR SIDE 140.4 PLF 0.000 7.500
* 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 -5048 2957 1.00
2 -1901 1154 0.90
3 4018 2753 1.00
4 -3211 2707 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
-----------------------------------------------------------------------------
REACTIONS FOR TOTAL LOADS
-------------------------
CASE BRG#1 BRG#2 BRG#3
---- ----- ----- -----
1 1941 6052 1619
2 859 2198 402
3 2085 4075 150
4 715 4176 1871
REACTIONS FOR DEAD LOAD
-----------------------
CASE BRG#1 BRG#2 BRG#3
---- ----- ----- -----
1 859 2198 402
2 859 2198 402
3 859 2198 402
4 859 2198 402
REACTIONS FOR LIVE LOAD
-----------------------
CASE BRG#1 BRG#2 BRG#3
---- ----- ----- -----
1 1082 3854 1217
2 0 0 0
3 1226 1876 -252
4 -144 1977 1469
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 0.023 0.312 L/4831 0.045 0.468 L/2512
1 2 0.011 0.245 L/7735 0.013 0.368 L/7011
2 1 0.000 0.312 0.022 0.468 L/5216 0.022 0.032
2 2 0.000 0.245 -0.002 0.368 L/52633 -0.002 -0.003
3 1 0.035 0.312 L/3176 0.057 0.468 L/1976
3 2 -0.011 0.245 L/7827 -0.012 0.368 L/7537
4 1 -0.013 0.312 L/8627 0.010 0.468 L/11274
4 2 0.022 0.245 L/4028 0.023 0.368 L/3880
**** 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 0.249 0.368
2 0.104 0.160
Page 3 •302-BEAM B.dsn • ,
3 0.198 0.343
4 0.159 0.337
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 l C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\PLAN 302\302-BEAMS\302-$EAM C.Osn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.2 12/15/13 19:02:09
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: 302-BEAM C
STATE: OR CODE: IBC
PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 295OFb-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 12.500' 8.000' SIDE L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
---------------------------------------------------------------
ACTUAL 1583 1952 1499 0.007 0.010
ALLOWABLE 9188 20246 8035 0.174 0.260
STRESS INDICES 0.172 0.096 0.187 L/8989 L/6403
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
5.500'
TOTAL SPAN: 5.50 FT
LOAD PATTERNS
-------------
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 Xl (FT) X2 (FT)
---- ---- ----- ------ ------ ------- ------------ ------------ ------- -------
+ALL 1 *UNIF DEAD FLOOR SIDE 153.8 PLF 0.000 5.500
+ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 5.500
+1 1 *UNIF LIVE FLOOR SIDE 410.0 PLF 0.000 5.500
+2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 5.500
* 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 1952 1499 1.00
• Page 2 302-BDiAM C.dsn
2 562 431 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
-----------------------------------------------------------------------------
REACTIONS FOR TOTAL LOADS
-------------------------
CASE BRG#1 BRG#2
---- ----- -----
1 1583 1583
2 456 456
REACTIONS FOR DEAD LOAD
-----------------------
CASE BRG#1 BRG#2
1 456 456
2 456 456
REACTIONS FOR LIVE LOAD
-----------------------
CASE BRG#1 BRG#2
---- ----- -----
1 1128 1128
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 0.007 0.174 L/8989 0.010 0.260 L/6403
2 1 0.000 0.174 0.003 0.260 L/22250 0.003 0.004
**** 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 0.096 0.187
2 0.031 0.060
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.
1
Page 1 C:\Users\NWUD\Desktop\NWUD OFFICE\(STONEBRIDGE HOMES)\PLAN 302\302-BEAMS\302-BEAM D,.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.2 12/15/13 19:06:41
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: 302-BEAM D
STATE: OR CODE: IHC
PRODUCT: 3-PLY 1-3/4" X 16" 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 10.500' 11.500' SIDE L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
---------------------------------------------------------------
ACTUAL 6290 30541 6199 0.417 0.596
ALLOWABLE 13781 52849 16240 0.657 0.985
STRESS INDICES 0.456 0.578 0.382 L/567 L/397
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
20.000'
TOTAL SPAN: 20.00 FT
LOAD PATTERNS
-------------
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 Xl (FT) X2 (FT)
---- ---- ----- ------ ------ ------- ------------ ------------ ------- -------
+ALL 1 *UNIF DEAD FLOOR SIDE 165.0 PLF 0.000 20.000
+ALL 1 UNIF WEIGHT BEAM 24.0 PLF 0.000 20.000
+1 1 *UNIF LIVE FLOOR SIDE 440.0 PLF 0.000 20.000
+2 1 *UNIF LIVE FLOOR SIDE 0.0 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
-------------- ---- --------------- ----------- ----
Page 2 . 302-BEAM D.dsn
1 30541 6199 1.00
2 9178 1863 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
-----------------------------------------------------------------------------
REACTIONS FOR TOTAL LOADS
-------------------------
CASE BRG#1 BRG#2
1 6290 6290
2 1890 1890
REACTIONS FOR DEAD LOAD
-----------------------
CASE BRG#1 BRG#2
---- ----- -----
1 1890 1890
2 1890 1890
REACTIONS FOR LIVE LOAD
-----------------------
CASE BRG#1 BRG#2
---- ----- -----
1 4400 4400
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 0.417 0.657 L/567 0.596 0.985 L/397
2 1 0.000 0.657 0.179 0.985 L/1320 0.179 0.269
**** 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 0.578 0.382
2 0.193 0.127
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 302\302-BEAMS\302-BEAM 4.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2012.2 12/15/13 19:12:52
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: 302-BEAM E
STATE: OR CODE: IHC
PRODUCT: 3-PLY 1-3/4" X 16" LP LVL 295OFb-2.OE
DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS)
------------------------------
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
----- ----- ---- -------- -------- ------- ---------- ---------
40 15 NO 0.000' 10.500' SIDE L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
---------------------------------------------------------------
ACTUAL 4128 19297 3916 0.218 0.376
ALLOWABLE 13781 52849 16240 0.657 0.985
STRESS INDICES 0.300 0.365 0.241 L/1087 L/628
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.
*** COMPRESSION EDGE BRACING REQUIRED AT 24" 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 WALL TOP 100.0 PLF 0.000 10.000
+ALL 1 *UNIF DEAD FLOOR SIDE 78.8 PLF 0.000 20.000
+ALL 1 UNIF WEIGHT BEAM 24.0 PLF 0.000 20.000
ALL 1 *UNIF DEAD FLOOR SIDE 15.0 PLF 10.000 20.000
ALL 1 UNIF DEAD ROOF TOP 15.0 PLF 0.000 10.000
+1 1 *UNIF LIVE FLOOR SIDE 157.5 PLF 0.000 20.000
1 1 *UNIF LIVE FLOOR SIDE 30.0 PLF 10.000 20.000
1 1 UNIF LIVE ROOF TOP 22.5 PLF 0.000 10.000
+2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 20.000
Page 2 • 302-BF}AM E.dsn
2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 10.000 20.000
2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 10.000
+3 1 *UNIF LIVE FLOOR SIDE 210.0 PLF 0.000 20.000
3 1 *UNIF LIVE FLOOR SIDE 40.0 PLF 10.000 20.000
4 1 UNIF LIVE ROOF TOP 30.0 PLF 0.000 10.000
* INDICATES SIDE LOAD.
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 17101 3512 1.00
2 8274 1750 0.90
3 19297 3916 1.00
4 9068 1934 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
-----------------------------------------------------------------------------
REACTIONS FOR TOTAL LOADS
-------------------------
CASE BRG#1 BRG#2
---- ----- -----
1 3747 3284
2 1928 1428
3 4128 3828
4 2153 1503
REACTIONS FOR DEAD LOAD
-----------------------
CASE BRG#1 BRG#2
---- ----- -----
1 1928 1428
2 1928 1428
3 1928 1428
4 1928 1428
REACTIONS FOR LIVE LOAD
-----------------------
CASE BRG#1 BRG#2
---- ----- -----
1 1819 1856
2 0 0
3 2200 2400
4 225 75
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 0.174 0.657 L/1361 0.333 0.985 L/711
2 1 0.000 0.657 0.159 0.985 L/1489 0.159 0.238
3 1 0.218 0.657 L/1087 0.376 0.985 L/628
4 1 0.014 0.657 L/16512 0.173 0.985 L/1366
**** 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 0.324 0.216
2 0.174 0.120
3 0.365 0.241
4 0.172 0.119
SLENDERNESS RATIO = 3.05 LIMIT = 10.00
Page 3 302-BEAM E.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
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2015.1 08/11/15 14:25:09
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2015.1 EXPIRES ON 3/31/2017. 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: 302- BEAM F
STATE: OR CODE: IBC 2009
PRODUCT: 2-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 2.000' 2.000' SIDE L/360 L/240
ROOF 30 15 2.000' 2.000' 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 2403 9229 2077 -0.084 -0.214
ALLOWABLE 4704 18187 7897 0.200 0.300
STRESS INDICES 0.51 0.51 0.26 2L/571 2L/225
LOAD CASE 3 6 5 3 3
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
CONNECTION
*** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM,
SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY.
***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT
12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR
HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS
WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4")
MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE.
***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN
MAX. LOAD: 55 PLF LDF: 1.00
NOTES
*** COMPRESSION EDGE BRACING REQUIRED AT 92" O.C. OR LESS.
STRUCTURAL GEOMETRY
-------------------
SPAN 1 RIGHT CANT
-------- ----------
17.500' 2.000'
TOTAL SPAN: 19.50 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 17.500
+ALL 1 UNIF DEAD ROOF TOP 30.0 PLF 0.000 17.500
+ALL 1 *UNIF DEAD FLOOR SIDE 30.0 PLF 0.000 17.500
+ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 17.500
I I 1
Page 2
+ALL R UNIF DEAD WALL TOP 100.0 PLF 0.000 2.000
+ALL R UNIF DEAD ROOF TOP 30.0 PLF 0.000 2.000
+ALL R *UNIF DEAD FLOOR SIDE 30.0 PLF 0.000 2.000
+ALL R UNIF WEIGHT BEAM 11.9 PLF 0.000 2.000
+1 1 *UNIF LIVE FLOOR SIDE 60.0 PLF 0.000 17.500
+1 1 UNIF LIVE ROOF TOP 45.0 PLF 0.000 17.500
+1 R *UNIF LIVE FLOOR SIDE 60.0 PLF 0.000 2.000
+l R UNIF LIVE ROOF TOP 45.0 PLF 0.000 2.000
+2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 17.500
+2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 17.500
+2 R UNIF LIVE ROOF TOP 0.0 PLF 0.000 2.000
+2 R *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 2.000
+3 1 *UNIF LIVE FLOOR SIDE 60.0 PLF 0.000 17.500
+3 1 UNIF LIVE ROOF TOP 45.0 PLF 0.000 17.500
+4 R *UNIF LIVE FLOOR SIDE 60.0 PLF 0.000 2.000
+4 R UNIF LIVE ROOF TOP 45.0 PLF 0.000 2.000
+5 1 *UNIF LIVE FLOOR SIDE 80.0 PLF 0.000 17.500
+5 R *UNIF LIVE FLOOR SIDE 80.0 PLF 0.000 2.000
+6 1 *UNIF LIVE FLOOR SIDE 80.0 PLF 0.000 17.500
+7 R *UNIF LIVE FLOOR SIDE 80.0 PLF 0.000 2.000
+8 1 UNIF LIVE ROOF TOP 60.0 PLF 0.000 17.500
+8 R UNIF LIVE ROOF TOP 60.0 PLF 0.000 2.000
+9 1 UNIF LIVE ROOF TOP 60.0 PLF 0.000 17.500
+10 R UNIF LIVE ROOF TOP 60.0 PLF 0.000 2.000
* 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 LOAD COMBINATIONS
1 10057 2251 1.25 D+0.75L+0.75Lr
2 6244 1376 0.90 D
3 10162 2239 1.25 D+0.75L+0.75Lr
4 6139 1389 1.25 D+0.75L+0.75Lr
5 9149 2077 1.00 D+L
6 9229 2068 1.00 D+L
7 6164 1386 1.00 D+L
8 8423 1842 1.25 D+Lr
9 8483 1835 1.25 D+Lr
10 6184 1383 1.25 D+Lr
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
-----------------------------------------------------------------------------
REACTIONS FOR TOTAL LOADS
-------------------------
CASE BRG#1 BRG#2
---- ----- -----
1 2391 3008
2 1484 1867
3 2403 2786
4 1472 2089
5 2175 2737
6 2184 2567
7 1475 2037
8 2003 2519
9 2009 2392
10 1478 1994
REACTIONS FOR DEAD LOAD
-----------------------
CASE BRG#1 BRG#2
---- ----- -----
1 1484 1867
2 1484 1867
3 1484 1867
4 1484 1867
5 1484 1867
6 1484 1867
Page 3
7 1484 1867
8 1484 1867
9 1484 1867
10 1484 1867
REACTIONS FOR LIVE LOAD
-----------------------
CASE BRG#1 BRG#2
---- ----- -----
1 907 1141
2 0 0
3 919 919
4 -12 222
5 691 869
6 700 700
7 -9 169
8 518 652
9 525 525
10 -7 127
MINIMUM BEARING SIZES (IN)
--------------------------
BRG# 1 BRG# 2
------ --------
1.792 3.500
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
---- ---- ------ ------ -------- ------ ------ -------- ------- ------------
1 1 0.220 0.576 L/943 0.580 0.864 L/358
1 R -0.079 0.200 2L/606 -0.209 0.300 2L/230
2 1 0.000 0.576 0.360 0.864 L/576 0.360 0.540
2 R 0.000 0.200 -0.130 0.300 2L/370 -0.130 -0.194
3 1 0.227 0.576 L/913 0.587 0.864 L/353
3 R -0.084 0.200 2L/571 -0.214 0.300 2L/225
4 1 -0.007 0.576 L/27685 0.352 0.864 L/588
4 R 0.005 0.200 2L/9805 -0.125 0.300 2L/385
5 1 0.167 0.576 L/1238 0.527 0.864 L/393
5 R -0.060 0.200 2L/796 -0.190 0.300 2L/253
6 1 0.173 0.576 L/1199 0.533 0.864 L/389
6 R -0.064 0.200 2L/749 -0.194 0.300 2L/248
7 1 -0.006 0.576 L/36336 0.354 0.864 L/585
7 R 0.004 0.200 2L/12868 -0.126 0.300 2L/381
8 1 0.126 0.576 L/1651 0.485 0.864 L/427
8 R -0.045 0.200 2L/1061 -0.175 0.300 2L/275
9 1 0.130 0.576 L/1598 0.490 0.864 L/424
9 R -0.048 0.200 2L/999 -0.178 0.300 2L/270
10 1 -0.004 0.576 L/48448 0.356 0.864 L/583
10 R 0.003 0.200 2L/17158 -0.127 0.300 2L/379
**** 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 0.44 0.23
2 0.38 0.19
3 0.45 0.23
4 0.27 0.14
5 0.50 0.26
6 0.51 0.26
7 0.34 0.18
8 0.37 0.19
9 0.37 0.19
10 0.27 0.14
Page 4 ,, ,
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 .N'\JOBB Stone Bridge\1950\1950 Beams\1950 BEAM Hl.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2015.1 08/11/15 14:32:46
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2015.1 EXPIRES ON 3/31/2017. 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: 1950 BEAM H1
STATE: OR CODE: IBC 2009
PRODUCT: 2-PLY 1-3/4" X 9-1/2" 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 16.500' 0.000' SIDE L/360 L/240
ROOF 30 15 42.000' 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 6720 8723 5085 0.079 0.134
ALLOWABLE 6720 14915 6318 0.210 0.316
STRESS INDICES 1.00 0.58 0.80 L/961 L/566
LOAD CASE 1 1 3 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
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.
*** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES.
ADDITIONAL FASTENERS MAY BE REQUIRED.
***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN
MAX. LOAD: 454 PLF LDF: 1.00
NOTES
*** 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 ROOF TOP 390.0 PLF 0.000 6.500
I •I ,
Page 2 1950 BEAM Hl.dsn
+ALL 1 *UNIF DEAD FLOOR SIDE 123.8 PLF 0.000 6.500
+ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 6.500
+ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 6.500
ALL 1 CONC DEAD FLOOR TOP 820.9 LBS 1.250
+1 1 UNIF LIVE ROOF TOP 585.0 PLF 0.000 6.500
+1 1 *UNIF LIVE FLOOR SIDE 247.5 PLF 0.000 6.500
1 1 CONC LIVE FLOOR TOP 1641.8 LBS 1.250
+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
2 1 CONC LIVE FLOOR TOP 0.0 LBS 1.250
+3 1 *UNIF LIVE FLOOR SIDE 330.0 PLF 0.000 6.500
3 1 CONC LIVE FLOOR TOP 2189.1 LBS 1.250
+4 1 UNIF LIVE ROOF TOP 780.0 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 LOAD COMBINATIONS
---- --------------- ----------- ---- -------------------------
1 8723 5759 1.25 D+0.75L+0.75Lr
2 3588 2251 0.90 D
3 6621 5085 1.00 D+L
4 7461 4095 1.25 D+Lr
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
-----------------------------------------------------------------------------
REACTIONS FOR TOTAL LOADS
-------------------------
CASE BRG#1 BRG#2
---- ----- -----
1 6720 5205
2 2689 2183
3 5529 3677
4 5224 4718
REACTIONS FOR DEAD LOAD
-----------------------
CASE BRG#1 BRG#2
---- ----- -----
1 2689 2183
2 2689 2183
3 2689 2183
4 2689 2183
REACTIONS FOR LIVE LOAD
-----------------------
CASE BRG#1 BRG#2
---- ----- -----
1 4032 3021
2 0 0
3 2841 1493
4 2535 2535
MINIMUM BEARING SIZES (IN)
--------------------------
BRG# 1 BRG# 2
-------- --------
2.560 1.983
CONCENTRATED LOADS
------------------
SPAN TYPE W1 (LBS) Xl (FT) MIN BRG (IN)
---- ---- -------- ------- ------------
1 DEAD 820.9 1.250 3.000
1 LIVE 2189.1 1.250 3.000
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
---- ---- ------ ------ -------- ------ ------ -------- ------- ------------
1 1 0.079 0.210 L/961 0.134 0.316 L/566
2 1 0.000 0.210 0.055 0.316 L/1378 0.055 0.082
3 1 0.047 0.210 L/1623 0.102 0.316 L/745
• Page 3 + 1950 BEAM HI.dsn
4 1 0.059 0.210 L/1292 0.114 0.316 L/661
**** 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 0.58 0.73
2 0.33 0.40
3 0.55 0.80
4 0.50 0.52
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
Page 1 N:\JOBS Stone Bridge\1839\1839 Beams\302-HDR H2.dsn ,r
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2015.1 08/11/15 14:26:17
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2015.1 EXPIRES ON 3/31/2017. 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: 1839 BEAM H2
STATE: OR CODE: IBC 2009
PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LSL 1.55E
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 35.000' 0.000' 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 3392 6998 2719 0.171 0.259
ALLOWABLE 4594 13381 11360 0.419 0.558
STRESS INDICES 0.74 0.52 0.24 L/589 L/388
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 92" O.C. OR LESS.
*** THIS LSL 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
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 ROOF TOP 262.5 PLF 0.000 8.500
+ALL 1 UNIF WEIGHT BEAM 10.6 PLF 0.000 8.500
+1 1 UNIF LIVE ROOF TOP 525.0 PLF 0.000 8.500
+2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 8.500
Pagel 2 . 302-HaR H2.dsn
3 1 UNIF LIVE ROOF TOP 48.0 PLF 0.125 2.625
4 1 UNIF LIVE ROOF TOP 48.0 PLF 5.875 8.375
5 1 UNIF LIVE ROOF TOP 48.0 PLF 3.000 5.500
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES
--------------
CASE MOMENT (LB-FT) SHEAR (LBS) LDF LOAD COMBINATIONS
---- --------------- ----------- ---- -------------------------
1 6998 2719 1.25 D+Lr
2 2395 936 0.90 D
3 2473 1037 1.25 D+Lr
4 2473 1037 1.25 D+Lr
5 2608 996 1.25 D+Lr
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
-----------------------------------------------------------------------------
REACTIONS FOR TOTAL LOADS
-------------------------
CASE BRG#1 BRG#2
---- ----- -----
1 3392 3392
2 1161 1161
3 1261 1180
4 1180 1261
5 1221 1221
REACTIONS FOR DEAD LOAD
-----------------------
CASE BRG#1 BRG#2
---- ----- -----
1 1161 1161
2 1161 1161
3 1161 1161
4 1161 1161
5 1161 1161
REACTIONS FOR LIVE LOAD
-----------------------
CASE BRG#1 BRG#2
---- ----- -----
1 2231 2231
2 0 0
3 101 19
4 19 101
5 60 60
MINIMUM BEARING SIZES (IN)
--------------------------
BRG# 1 BRG# 2
------ --------
1.500 1.500
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.171 0.419 L/589 0.259 0.558 L/388
2 1 0.000 0.419 0.089 0.558 L/1132 0.089 0.133
3 1 0.003 0.419 L/30042 0.092 0.558 L/1093
4 1 0.003 0.419 L/30042 0.092 0.558 L/1093
5 1 0.007 0.419 L/13888 0.096 0.558 L/1047
**** 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 0.52 0.24
Page 3 302-HDR H2.dsn ,
2 0.25 0.11
3 0.18 0.09
4 0.18 0.09
5 0.19 0.09
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
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2015.1 08/11/15 14:35:00
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2015.1 EXPIRES ON 3/31/2017. 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: 302- BEAM H3
STATE: OR CODE: IBC 2009
PRODUCT: 2-PLY 1-3/4" X 9-1/2" 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 15.000' 0.000' TOP L/360 L/240
ROOF 30 15 0.000' 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 4546 4839 2324 0.070 0.130
ALLOWABLE 4546 11932 6318 0.279 0.418
STRESS INDICES 1.00 0.41 0.37 L/1442 L/774
LOAD CASE 1 3 3 3 3
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
CONNECTION
*** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM,
SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY.
***ATTACH 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 FLOOR TOP 112.5 PLF 0.000 8.500
+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
ALL 1 CONC DEAD ROOF TOP 1131.7 LBS 7.950
Page 2
+1 1 UNIF LIVE FLOOR TOP 225.0 PLF 0.000 8.500
1 1 CONC LIVE ROOF TOP 1697.5 LBS 7.950
+2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 8.500
2 1 CONC LIVE ROOF TOP 0.0 LBS 7.950
+3 1 UNIF LIVE FLOOR TOP 300.0 PLF 0.000 8.500
4 1 CONC LIVE ROOF TOP 2263.3 LBS 7.950
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES
--------------
CASE MOMENT (LB-FT) SHEAR (LBS) LDF LOAD COMBINATIONS
---- --------------- ----------- ---- -------------------------
1 4615 2890 1.25 D+0.75L+0.75Lr
2 2221 1307 0.90 D
3 4839 2324 1.00 D+L
4 2838 2401 1.25 D+Lr
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
-----------------------------------------------------------------------------
REACTIONS FOR TOTAL LOADS
-------------------------
CASE BRG#1 BRG#2
---- ----- -----
1 2083 4546
2 1017 2002
3 2292 3277
4 1163 4119
REACTIONS FOR DEAD LOAD
-----------------------
CASE BRG#1 BRG#2
---- ----- -----
1 1017 2002
2 1017 2002
3 1017 2002
4 1017 2002
REACTIONS FOR LIVE LOAD
-----------------------
CASE BRG#1 BRG#2
---- ----- -----
1 1066 2544
2 0 0
3 1275 1275
4 146 2117
MINIMUM BEARING SIZES (IN)
--------------------------
BRG# 1 BRG# 2
-------- --------
1.500 1.732
CONCENTRATED LOADS
------------------
SPAN TYPE Wl (LBS) X1 (FT) MIN BRG (IN)
---- ---- -------- ------- ------------
1 DEAD 1131.7 7.950 3.000
1 LIVE 2263.3 7.950 3.000
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.065 0.279 L/1543 0.125 0.418 L/802
2 1 0.000 0.279 0.060 0.418 L/1671 0.060 0.090
3 1 0.070 0.279 L/1442 0.130 0.418 L/774
4 1 0.018 0.279 L/5711 0.077 0.418 L/1297
**** 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) .
Page 3
STRESS INDICES CASE MSI VSI
--------- ---- ----- -----
1 0.31 0.37
2 0.21 0.23
3 0.41 0.37
4 0.19 0.30
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.