Report l2-0? (7i /�G iy %7KJ
Page 1 N:\JOBS Stone Bridge\1867\1867 BEAMS\FLOOR BEAM 1.dsn :
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 12/15/15 20:27:28
WARNING 2- J
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY -
*** WOOD-E DESIGN 2014.1 EXPIRES ON 3/3:.,12016. 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 BEAM 1
STATE: OR CODE: IRC
PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2650Fb-1.9E
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 1.0.000' 16.000' SIDE L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
-- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 4907 15810 4794 0.382 0.534
ALLOWABLE 9734 18187 7897 0.440 0.660
STRESS INDICES 0.50 0.87 0.61 L/414 L/296
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 (21 ) .
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.
***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN
MAX. LOAD: 440 PLF EDF: 1.00
NOTES
*** COMPRESSION EDGE BRACING REQUIRED AT 45" O.C. OR LESS.
STRUCTURAL GEOMETRY
SPAN
_
_3.500'
TOTAL SPAN: 13.50 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 .,_ X:1. (FT) X2 ([T)
Page 2 FLOOR BEAM 1.dsn
+ALL 1 *UNIF DEAD FLOOR SIDE 195.0 PL3` 0.000 13.500
-MALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 13.500
i1 1 *UNIF LIVE FLOOR SIDE 520.0 PLF 0.000 13.500
+2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.600 13.500
* 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 15810 4794 1.00
2 4500 1365 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
-------------------------
CASE BRG#1 BRG#2
4907 4907
2 1397 1397
REACTIONS FOR DEAD LOAD
-----------------------
CASE BRG#1 BRG#2
1 1397 1397
2 1397 1397
REACTIONS FOR LIVE LOAD
-----------------------
CASE BRG#1 BRG#2
1 3510 3510
2 0 0
MINIMUM BEARING SIZES (IN)
--------------------------
BRG# BRG# 2
3.708 3.708
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL: ALLOW. LI? ACTUAL ALLOW. LI? INSTANT LONG-TERM
1 1 0.382 0.440 L/414 0.534 0.660 L/296
2 1 0.000 0.440 0.152 0.660 L/1042 0.152 0.228
**** 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 0.87 0.61
2 0.27 0.19
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 MA GN:TI.DE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR
UNCERTAINTIES, PLEASE CONTACT LP.
THIS COMPONENT DESIGN IS � ' CAL: ,Y .
_., PE i�:I r'_ ..�h �_ UNG"Iv..:?R_,U WOOD PRODUCTS.
USE i-1F THIS PROGRAM C DESIGN ANYTHING OTHER THAN LP IVL G.. LSL, OP LPI-30-STS
IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF _OUISIAN. PAt_ IC ORI'Oi'ATION.
Page 1 N:\JOBS Stone Bridge\1867\1867 BEAMS\FLOOR BEAM 2.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 12/15/15 20:27:57
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/20.1.6. 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 BEAM 2
STATE: OR CODE: IRC
PRODUCT: 1-PLY 7" X 11-7/8" LP LVL 2900Fb-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 16.000' 5.500' SIDE L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 5535 24564 5497 0.530 0.758
ALLOWABLE 7875 39805 15794 0.596 0.894
STRESS INDICES 0.70 0.62 0.35 L/405 L/283
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 161.3 PIF 0.000 18.000
-TALL 1 UNIF WEIGHT BEAM 23.8 PLF 0.000 18.000
+1 1 UNIF LIVE FLOOR SIDE 430,0 PLF 0.000 18.000
+2 1 UNIF LIVE FLOOR SIDE 0.0 PLE 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 24564 5497 1.00
7390 16 5 0.90
UNFACTORED SUPPORT REACTIONS (IBS) USE THESE VALUES WHEN ES:GNINS CONNECTORS
REACTIONS FOR TOTAL: LOADS
Page 2 FLOOR BEAM 2.den
CASE BRG#1 BRG#2
1 5535 5535
2 1665 1665
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 1665 1665
2 1665 1665
REACTIONS FOR LIVE LOAD
CASE BRC#1 BRG#2
1 3870 3870
2 0 0
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 0.530 0.596 L/405 0.758 0.894 L/283
2 1 0.000 0.596 0.228 0.894 L/941 0.228 0.342
**** 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 0.62 0.35
2 0.21. 0.12
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\1867\1867 BEAMS\FLOOR BEAM 3.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 12/15/15 20:28:33
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 BEAM 3
STATE: OR CODE: IRC
PRODUCT: 3-PLY 1-3/4" X 16" 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' 16.000' SIDE 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 6946 42019 11927 0.572 0.928
ALLOWABLE 20266 47475 15960 0.679 1.018
STRESS INDICES 0.34 0.89 0.75 L/427 L/263
LOAD CASE 3 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 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.
*** 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: 564 PLF LDF: 1.00
NOTES
COMPRESSIJ EDGE BRACING REkUIRED AT33' D.C. OR LESS.
STRUCTURAL ;EOMI_RY
SPAN _.
Page 2 FLOOR BEAM 3.dsn
21.000'
TOTAL SPAN: 21.00 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X (FT) X2 (FT)
ALL 1 UNIF DEAD ROOF TOP 281.3 PLF 0.000 4.000
BALL 1 *UNIF DEAD FLOOR SIDE 120.0 PLF 0.000 21.000
ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 4.000
ALL 1 *UNIF DEAD FLOOR SIDE 33.8 PLF 4.000 21.000
+ALL 1 UNIF WEIGHT BEAM 24.0 PLF 0.000 21.000
ALL 1 CONC DEAD ROOF TOP 2436.0 LBS 4.000
ALL 1 *CONC DEAD FLOOR SIDE 299.5 LBS 4.000
1 1 UNIF LIVE ROOF TOP 422.0 PLF 0.000 4.000
+1 1 *UNIF LIVE FLOOR SIDE 240.0 PLF 0.000 21.000
1 1 *UNIF LIVE FLOOR SIDE 67.6 PLF 4.000 21.000
1 1 CONC LIVE ROOF TOP 3654.0 LBS 4.000
1 1 *CONC LIVE FLOOR SIDE 598.9 LBS 4.000
2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 4.000
+2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 21.000
2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 4.000 21.000
2 1 CONC LIVE ROOF TOP 0.0 LBS 4.000
2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 4.000
+3 1 *UNIF LIVE FLOOR SIDE 320.0 PLF 0.000 21.000
3 1 *UNIF LIVE FLOOR SIDE 90.2 PLF 4.000 21.000
3 1 *CONC LIVE FLOOR SIDE 798,5 LBS 4.000
4 1 UNIF LIVE ROOF TOP 562.7 PLF 0.000 4.000
4 1 CONC LIVE ROOF TOP 4872.0 LBS 4.000
* INDICATES SIDE LOAD.
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FP) SHEAR (LBS) LDF
1 42019 11927 1.00
2 16182 4698 0.90
3 37961 9209 1.00
4 32455 9826 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 13295 6696
2 5340 2521
3 9967 6946
4 11320 3663
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
5340 2321
2 5340 2521
3 5340 252.7.
4 5340 2521
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2.
7955 4175
2 0 0
3 4627 4425
4 5980 1142
MINIMUM BEARING SIZES (IN)
Page 3 FLOOR BEAM 3.dsn
BRG# 1 BRG# 2
9.985 5.147
CONCENTRATED LOADS
SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN)
1 DEAD 2436.0 4.000 3.000
1 DEAD 299.5 4.000 3.000
1 LIVE 4872.0 4.000 3.000
1 LIVE 798.5 4.000 3.000
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. LI? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.572 0.679 L/427 0.928 1.018 L/263
2 1 0.000 0.679 0.356 1.018 L/687 0.356 0.534
3 1 0.494 0.679 L/495 0.848 1.018 L/288
4 1 0.273 0.679 L/896 0.627 1.018 L/390
**** 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 0.89 0.75
2 0.38 0.33
3 0.80 0.58
4 0.68 0.62
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 N:\JOBS Stone Bridge\1867\1867 BEAMS\FLOOR BEAM 4.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 12/15/15 20:29:18
WARNING
***. 'HIS 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 SOF_'WARE 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 BEAM 4
STATE: OR CODE: IRC
PRODUCT: 3-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' 0.000' TOP L/360 L/240
ROOF 30 15 2.000' 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 2833 15333 2852 0.351 0.868
ALLOWABLE 8127 27280 11845 0.694 1.041
STRESS INDICES 0.35 0.56 0.24 L/713 L/288
LOAD CASE 3 3 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) .
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 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.
*** 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: 124 PLF LDF: 1.00
NOTES
*** COMPRESSION EDGE BRACING REQUIRED AT 89" O.C. OR LESS.
STRUCTURAL GEOMETRY
'AJ 1
Page 2 FLOOR BEAM 4.dsn
2_.000'
TOTAL SPAN: 21.00 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 X1 '(FT) X2 (FT)
ALL 1 UNIF DEAD WALL TOP 100.0 PLF 4.000 21.000
ALL 1 *UNIF DEAD FLOOR SIDE 33.8 PLF 4.000 21.000
ALL 1 UNIF DEAD ROOF TOP 33.7 PLF 0.000 4.000
+ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 21.000
+ALL 1 UNIF DEAD ROOF TOP 15.0 PLF 0.000 21.000
ALL 1 *CONC DEAD FLOOR SIDE 299.5 LBS 4.000
1 1 *UNIF LIVE FLOOR SIDE 67.6 PLF 4.000 21.000
1 1 UNIF LIVE ROOF TOP 50.5 PI:F 0.000 4.000
+1 1 UNIF LIVE ROOF TOP 22.5 PLF 0.000 21.000
1 1 *CONC LIVE FLOOR SIDE 598.9 LBS 4.000
2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 4.000 21.000
2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 4.000
+2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 21.000
2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 4.000
3 1 *UNIF LIVE FLOOR SIDE 90,2 PLF 4.000 21.000
3 1 *CONC LIVE FLOOR SIDE 798.5 LBS 4.000
4 _ UNIF LIVE ROOF TOP 67.3 PLF 0.000 4.000
+4 1 UNIF LIVE ROOF TOP 30.0 PLF 0.000 21.000
* INDICATES SIDE LOAD.
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 15218 2852 1.00
2 9211 1640 0.90
3 15333 2826 1.00
4 11094 2020 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 2999 2823
2 1630 1769
3 2897 2833
4 2189 2109
REACTIONS FOR DEAD LOAD
CASE BRG#1 3RG#2
1 1630 1769
2 1630 1769
3 1630 1769
4 1630 1769
REACTIONS FOR LIVE LOAD
-----------------------
CASE BRG#1 BRG42
1 1369 1054
2 0
3 1267 1065
4 559 341
MINIMUM BEARING SIZES (IN)
BEG`) 1 BEG# 2
2.190 2.064
Page 3 FLOOR BEAM 4.dsn
CONCENTRATED LOADS
------------------
SPAN TYPE Wi (LBS) X1 (FT) MIN ERG (IN)
--------
1 DEAD 299.5 4.000 -�
3.000
LIVE 798.5 4.000 3.000
L'IVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. LI? ACTUAL ALLOW. LI? INSTANT LONG-TERM
1 _ 0.344 0.694 L1726 0.862 1.041 L/290
2 1 0.000 0.694 0.518 1.041 L/483 0.518 0.776
3 0.351 0.694 L/713 0.868 1.041 L/288
4 1 0.108 0.694 L/2311 0.626 1.041 L/399
**** 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 0.56 0.24
2 0.38 0.15
3 0.56 0.24
4 0.41 0.17
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 N:\JOBS Stone Bridge\1867\1867 BEAMS\FLOOR HEADER H1.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 12/15/15 20:30:22
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 H1
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 BEAM (UNFACTORED LOADS)
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
FLOOR 40 15 NO 16.000' 0.000' TOP L/360 L/240
ROOF 30 15 37.500' 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 4984 10200 3970 0.152 0.269
ALLOWABLE 4985 11932 6318 0.278 0.417
STRESS INDICES 1.00 0.85 0.63 L/659 L/372
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 57" O.C. OR LESS.
STRUCTURAL GEOMETRY
SPAN 1
8.500
TOTAL SPAN: 8.50 FT
LOAD PATTERNS
CASE SPAN SHAPE. TYPE SOURCE LOADING WI W2 X1 'FT X2 ("FT)
ALT, 1 UNT.. DEAD ROOF TOP 281.3 PLE 0.000 .3.5(0'0
}AL _ JEIF DEAD .,FLOOR TOP _20. PDF 0.000 1 .500