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Page 1 N:\JOBS Stone Bridge\1846\1846 BEAMS\FLOOR BEAM A.dsn c�
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 03/16/16 15:17:14 '"`-`'F1 2 U 2010
WARNING
r:611, 0.i
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
r** 72 EXPIRESJ t _ MAKE A1A.ILALLE 20
WOOD-�' DESIGN _014._ ON 3 , ii.r'D6. LP WILL :;t`�
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:= 1846 FLOOR BEAM A
STATE: OR CODE: IRC
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 16.500' 0.000' SIDE L/360 L/240
ROOF 30 15 33.500' 0.000' TOP
FLOOR SPAN CARRID IS NOT CONTINUOUS, ROOF SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 6112 15743 5195 0.195 0.346
ALLOWABLE 11156 18187 7897 0.355 0.532
STRESS INDICES 0.55 0.87 0.66 L/657 L/369
LOAD CASE 1 1 1 1 1
**** THE REACTION, MCMENT' 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 DESZ N 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" .16.]. SINKERS (3-1/4")
MAY BE USED, BET HALF MUST BE DRIVEN FROM EACH FACE.
***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN.
MAX. LOAD: 454 PLF LDF: 1.00
NOTES
*** COMPRESSION EDGE BRACING REQUIRED AT 46" O.C. OR ':ESS.
STRUCTURAL GEOMETRY
SPAN 1
11 .000'
TOTAL SPAN: 11.00 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING WI W2 XI X2 (ES)
Page 2 FLOOR BEAM A.dsn
+ALL 1 UNIF DEAD ROOF TOP 251.3 PLF 0.000 11.000
+ALL 1 *UNIF DEAD FLOOR SIDE1.23.8 PLF 0.000 11.000
[ALL 1. UNIF DEAD WALL TOP 100.0 PLF 0.000 11.000
+ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 11.000
+1 1 UNIF LIVE ROOF TOP 376.9 PLF 0.000 11.000
+1 1 *UNIF LIVE FLOOR SIDE 247.5 PLF 0.000 11,000
+2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 11.000
+2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 11.000
+3 1 *UNIF LIVE FLOOR SIDE 330.0 PLF 0.000 11.000
+4 1 UNIF LIVE ROOF TOP 502.5 PLF 0.000 11.000
* 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 15743 5195 1.00
2 6898 2244 0.90
3 11573 4001 1.00
4 14016 4422 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 6112 6112
2 2678 2678
3 4493 4493
4 5442 5442
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1. 2678 2678
2 2678 2678
3 2678 2678
4 2678 2678
REACTIONS FOR LIVE LOAD
CASE BRG41 BRG#2
1 3434 3434
2 0 0
3 1815 1815
4 2764 2764
MINIMUM BEARING SIZES (IN)
--------------------------
BRG# 1 BRG# 2
4.250 4.250
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.195 0.355 L/657 0.346 0.532 L/369
2 0.000 0.355 0.'52 0.532 L/842 0.152 0.228
• 1 0.103 0.355 L/1242 0.255 0.532 L/502
0.157 0.355 1/816 0.308 0.532 L/414
**'x FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 *'**
**' TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. *'"'
Page 3 FLOOR BEAM A.dsn
**** 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 0.66
2 0.42 0.32
3 0.64 0.51
4 0.77 0.56
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:\JOBS Stone Bridge\1846\1846 BEAMS\FLOOR BEAM B.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 03/16/16 15:21:52
WARNING
-------
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/201E. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF TEE WOOD-E DESIGN SOFTWARE :N
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: 1846 FLOOR BEAMB
STATE: OR CODE: IRC
PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2650Th-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 0.000' 15.500' SIDE L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 4322 13245 4157 0.336 0.523
ALLOWABLE 9844 18187 7897 0.474 0.710
STRESS INDICES 0.44 0.73 0.53 L/508 L/326
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 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
6" OC. STAGGER ROWS. NA:LS 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: 632 PLF EDF: 1.00
NOTES
*** COMPRESS_ON EDGE BRACING REQUIRED AT 63" D.C. OR LESS.
STRUCTURAL GEOMETRY
SPAN
--------
14.500'
TOTAL SPAN: :4.50 FT
LOAD PATTERNS
---------
CASE SPAN SHAPE TYPE SOURCE LOADING W1 02 X1 (FT) 42 (FT)
Page 2 FLOOR BEAM B.den
+ALL 1 *UN:F DEAD FLOOR SIDE 116,3 PLF 0.000 14.500
ALL I *UNIF DEAD FLOOR SIDE 56.2 PLF 10.000 14.500
ALL 1 UNIF DEAD WALL TOP 50.0 HLF 0.000 14.500
+ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 14.500
*UNIF LIVE FLOOR SIDE 310.0 PLF 0.000 14.500
1 1 *UNIF LIVE FLOOR SIDE 149.8 PLF 10.000 14.500
1 *UNIF LIVE FLOOR SIDE 0,0 PLF 0.000 14.500
2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 10.000 14.500
* 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 13245 4157 1.00
2 4745 1417 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
--------------------------------------------------------- ---
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 3683 4322
2 1331 1505
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 1331 1505
2 1331 1505
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG42
1 2352 2817
2 0 0
MINIMUM BEARING SIZES (IN)
BRG# 1 BRG# 2
-------
3.25e 3.750
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.336 0.474 L/508 0.523 0.710 L/326
2 1 0.000 0.474 0.187 0.710 L/911 0.187 0.281
**** 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
--------------
0.73 0.53
2 0.29 0.20
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
TOO:, 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 FCR LP ENGINEERED WOOD PRODUCTS.
Page 3 FLOOR BEAM B.dan
USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-SOISTS
IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.
Page 1 N:\JOBS Stone Bridge\1846\1846 BEAMS\FLOOR BEAM C.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 03/16/16 15:23:52
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: 1763 FLOOR BEAM C
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 13 NO 17.000' 16.500SIDE L/36(1
L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 3033 4617 2936 0.025 0.035
ALLOWABLE 6563 18187 7897 0.210 0.315
STRESS INDICES 0.46 0.25 0.37 L/2964 L/2129
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
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: 468 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 Xi (FT) X2 (FT)
. --- -- -- --- ------------ ---- .--
Page 2 FLOOR BEAM C.dsn
+ALL 1 *UNIF DEAD FLOOR SIDE 251.3 PLF 0.000 6.500
+ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 6.500
+1 1 *UNIF LIVE FLOOR SIDE 670.0 PLF 0.000 6.500
+2 1 *UNIF LIVE FLOOR SIDE 0.0 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
-------------- --------___
1 4617 2936 1.00
2 1302 828 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
------------------------------------__-_____-_______________________-________
'REACTIONS FOR TOPAL LOADS
CASE BRG#1 BRG#2
1 3033 3033
2 855 855
REACTIONS FOR DEAD LOAD
-----------------------
CASE BRG#1 BRG#2
1 855 855
2 855 855
REACTIONS FOR LIVE LOAD
-----------------------
CASE BRGO1 BRG#2
2177 2178
2 0 0
MINIMUM BEARING SIZES (IN)
--------------------------
BRG# I BRG# 2
--------
2.500 2.500
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. LI? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.025 0.210 L/2964 0.035 0.315 L/2129
2 1 0.000 0.210 0.010 0.315 L/7548 0.010 0.015
**** 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 1451 VSI
-------
1 0.25 0.37
2 0.08 0.12
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.
'EH'S COMPONENT DESIGN IS SPECNE:CALLY FOR LP ENGINEERED WOOD PRODUCTS,
USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR -PI JOISTS
IS STRICTLY PROHIBITED. IP TS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.
Page 1
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 03/16/16 15:29:48
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED. BELOW (JOB ID) ONLY
*** W' ' DESIGN 2014.1 EXPIRES ON 3/31/20'16. LP NIL- 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: 1846 FLOOR BEAM D
STATE: OR CODE: IRC'
PRODUCT: 3-PLY 1-3/4" X 18" LP LVL 2650Fb-1.9E
DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS)
LIVE''DEAD SAFESPAN (L) SPAN (R----- ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADINGLIVE TOTAL
FLOOR 40 15 NO 0.000' 10.000' 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 11590 49028 9674 0.406 0.690
ALLOWABLE 11590 59083 17955 0.677 1.016
STRESS INDICES 1.00 0.83 0.54 L/600 L/353
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 (I) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
CONNECTION
*** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM,
SUCH THAT IOAD 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 TSO THIRD
PLY WITH 3 ROWS OF 16d (3-1/2") NAILS AT 12" CC. TO THE UN NAILED
SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY 3E COMMON OR BOX
NAILS WITH A MINIIUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4")
MAY BE USED.
*** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES.
ADDITIONAL FASTENERS MAY BE REQUIRED.
***MAXIMUM S.I.DE LOAD FOR MULTI-PLY CONNECTION DESIGN
MAX. LOAD: 151 PLF EDF: 1.00
NOTES
*** COMPRESSION EDGE BRACING REQUIRED AT 35" O.C. OR LESS.
STRUCTURAL GEOMETRY
SPAN 1
20.5'00'
.OTA'. S PAN: 20.5: FT
Page 2
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 Xl (FT) X2 (FT)
ALL 1 UNIF DEAD ROOF TOP 356.3 PLF 13.500 20.500
ALL 1 UNIF DEAD WALL TOP 100.0 P`,F 13.500 20.500
+ALL 1 UNIF DEAD FLOOR TOP 75.0 PLF 0.000 20.500
ALL 1 *UNIF DEAD FLOOR SIDE 41.2 PIE' 0.000 13.500
+ALL 1 UNIF WEIGHT BEAM 27.0 PLF 0.000 20.500
ALL _ CONS DEAD ROOF TOP 1.643.3 LBS 13.500
a 1 UNIF LIVE ROOF TOP 534.5 PLF 13.500 20.500
1 UNIF LIVE FLOOR TOP 150.0 PLF 0.000 20.500
1 1. *UNIF LIVE FLOOR SIDE 82.4 PLF 0.000 13.500
1. 1. CONC LIVE ROOF TOP 2465,0 IBS 13.500
2 1 UNIF LIVE ROOF TOP 0.0 PLF 13.500 20.500
+2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 20.500
2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 13.500
2 1 CONC LIVE ROOF TOP 0.0 LBS 13.500
+3 1. UNIF LIVE FLOOR TOP 200.0 PLF 0.000 20.500
3 1 *UNIF LIVE FLOOR SIDE 109.8 PLF 0.000 13.500
4 1 UNTIE LIVE ROOF TOP 712.7 PLF 13.500 20.500
4 1 CONC LIVE ROOF TOP 3286.7 LBS 13.500
* INDICATES :SIDE LOAD.
+ INDICATES LOAD TS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 49028 9674 1.00
2 20313 4121 0.90
3 33416 6340 1.00
4 45750 9306 1.00
UNFACTORED SUPPORT REACTIONS (LES) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTA1, LOADS
-------------------
CASE BRG*1 BRG#2
1 6289 11590
2 2525 4960
3 5570 7498
4 4499 11261
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
2525 4960
2 2525 4960
3 2525 4960
4 2525 4960
REACTIONS FOR LIVE LOAD
CASE BRG#3- 13RG#2
1 3764 6630
2 0 0
3 3044 2538
4 1974 6301
MINIMUM BEARING SIZES (IN)
BR0# 1 B.P.04 2
1.597 2.943
CONCENTRATED LOADS
Page 3
SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN)
DEAD 1643.3 13.500 3.000
LIVE 3286.7 13.500 3.000
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. LI? INSTANT LONG-TERM
1 1 0.406 0.677 L/600 0.690 1.016 L/353
2 1 0.000 0.677 0.284 1.016 L/858 0.284 0.426
3 1 0.223 0.677 L/1094 0.506 1.016 L/482
4 1 0.321 0.677 L/760 0.604 1.016 L/403
**** 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 0.83 0.54.
2 0.38 0.26
3 0.57 0.35
4 0.77 0.52
SLENDERNESS RATIO = 3.43 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 LSE, OR LPI-JOISTS
IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.
Pagel
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 03/16/16 18:30:21
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: 1846 FLOOR BEAM E
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 8.500' 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 3162 16276 2970 0.512 0.868
ALLOWABLE 9119 27280 11845 0.677 1.015
STRESS INDICES 0.35 0.60 0.25 L/476 L/281
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.
**A* 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" CC. 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 (3-3/4")
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: 151 ELF LDF: 1.00
NOTES
*'* COvPRESS7ON EDGE BRACING REQUIRED AT 82" O.C. OR LESS.
*-* NO WALL LOAD WAS USED.
STRUCTURAL CECVETRY
Page 2
SPAN I
20.500' -
TOTAL SPAN: 20.50 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 Xi (FT) X2 (FT)
+ALL 1 UNIF DEAD ROOF TOP 63.8 NP 0.000 20.500
ALL 1 UNIF DEAD ROOF TOP 41.3 PLF 13.500 20.500
ALL 1 *UNIF DEAD FLOOR SIDE 41.2 PLF 0.000 13.500
+ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 20.500
ALL 1 *CONC DEAD FLOOR SIDE 101.2 LBS 13.500
+ 1 UNIF LIVE ROOF TOP 95.6 PLF 0.000 20.500
1 1 *UNIF LIVE FLOOR SIDE' 82.4 PLF 0.000 13.500
1 1 UNIF LIVE ROOF TOP 62.0 PLF 13.500 20.500
1 *CONC LIVE FLOOR SIDE' 202.4 LBS 13.500
+2 _ UNIF LIVE ROOF TOP 0.0 PLF 0.000 20.500
2 UNIF LIVE ROOF TOP 0.0 PLF 13.500 20.500
2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 13.500
2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 13.500
3 1 *UNIF LIVE FLOOR SIDE 109.8 PLF 0.000 13.500
3 _ *CONC LIVE FLOOR SIDE 269.8 LBS 13.500
+4 1 UNIF LIVE ROOF TOP 127.5 PLF 0.000 20.500
4 1 UNIF LIVE ROOF TOP 82.7 PLF 13.500 20.500
* 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
-_m
1
16276... 2970 1.00
2 6667 1216 0.90
3 11949 2294 1.00
4 14228 2766 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
--------------------------------------------
REACTIONS FOR TOTAL LOADS
CASE, .t 3 1 BR z#2
_. 3' 62 3:.65
2 1293 1326
3 2380 1992
4 2699 31.13
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 1293 1326
2 1293 1326
3 1293 1326
4 1293 1326
REACTIONS FOR LIVE LOAD
-----------------------
,.ASE BRG#1 BRG#2
1869 1839
2 0 0
3 1087 666
4 1406 1787
MINIMUM BEARING SIZES (IN)
8RG4 BSG#. 2
Page 3
2.316 2.319
CONCENTRATED LOADS
------------------
SPAN TYPE W1 (LOS) X1 (FT) MIN BEG (IN)
1 DEAD 101.2 13.500 3.000
LIVE 269.8 13.500 3.000
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.512 0.677 L/476 0.868 1.015 L/281
2 1 0.000 0.677 0.356 1.015 L/685 0.356 0.534
3 1 0.275 0.677 L/886 0.631 1.015 L/386
4 1 0.407 0.677 L/598 0.763 1.015 L/319
**** 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._ 0.60 0.25'
2 0.27 0.11
3 0.44 0.19
4 0,52 0.23
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
TOOT, 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 ENCINEERED 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\HEADER BEAM H1.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 03/16/16 18:35:59
WARNING
*** THIS DESIGN TS 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: 1846 HEADER BEAM H1
STATE: OR CODE: IRC
PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 2650Fb-1.9E
DESIGN CRITERIA FOR COBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS)
LIVE DEAD SAFE SPAN CI) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
FLOOR 40 15 NO 15.500' 0.000' TOP L/360 L/240
ROOF 30 15 33.500' 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 4617 9150 3606 0.131 0.234
ALLOWABLE 9188 11932 6318 0.274 0.410
STRESS INDICES 0.50 0.77 0.,57 L/752 L/422
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" CC. 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 73" O.C. OR LESS.
STRUCTURAL GEOMETRY
-------------------
SPAN 1
8.500'
TOTAL SPAN: 8.50 FT
LOAD PATTERNS
'ASE SPAN SHAPE TYRE SOURCE LOADING W1 W2 XI (PT.) X2 (f1)
+ALL 1 UNIF DEAD ROOF TOP 251.3 PLF 0.000 8.500
+ALL 1 UNIT, DEAD} FLOOR. TOP 116.3 PLC 0.000 8.500
Page 2 HEADER BEAM Hl.dsn
+ALL 1 UNIF DEAD WALL TOP 100.0 OLE 0.000 8,500
+ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 8.500
+1 1 UNIF LIVE ROOF TOP 376.9 OLE 0.000 8.500
+1 1 UNIF LIVE FLOOR TOP 232.5 PLF 0.000 8.500
+2 1 UNIF LIVE ROOF TOP 0.0 PLF 0,000 8.500
+2 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 8.500
+3 1 UNIF LIVE FLOOR TOP 310.0 PLF 0.000 8.500
+4 UNIF LIVE ROOF TOP 502.5 PLE 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 9150 3606 1.00
2 4017: 1588 0.90
3 6628 2615 1.00
4 8250 3252 1.00
3NFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNINGCONNECTORS
-----------------------------------------------------------------------------
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
I 4617 4617
2 2027 2027
3 3345 3345
4 4163 4163
REACTIONS FOR DEAD LOAD
-----------------------
CASE BRG#1 BRG#2
1
2027 2027
2 2027 2027
3 2027 2027
4 2027 2027
REACTIONS FOR LIVE LOAD
-----------------------
CASE BRG#1 BRG#2
1 2590 2590
2 0 0
3 1317 1318
4 2136 2136
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 0.131 0.274 L/752 0.234 0.410 L/422
2 _ 0.000 0.274 0.103 0.410 L/960 0.103 0.154
3 1 0.067 0.274 L/1477 0.169 0.410 L/582
4 1 0.108 0.274 L/911 0.211 0,41.0 L/468
**** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 '"***
3-** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. ****
*"** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (I,: OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
STRESS INDICES CASE MSI VSI
Page 3 HEADER BEAM H1.dsn
1 0.77 0.57
2 0.37 0;28
3 0.56 0.41
4 0.69 0.51
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 LSE, OR LPI-JOISTS
IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.