Report (50) /Lc SM—v/
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LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2015.2 03/21/16 11:14:55
WARNING
***THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2015.2 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: 1849-SV12-BEAM B
STATE: OR CODE: IBC 2012
PRODUCT: 3-PLY 1-3/4" X 11-7/8" LP LSL 1.55E
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 8.000' 12.500' SIDE L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 4588 12485 4436 0.255 0.363
ALLOWABLE 16078 24303 17041 0.432 0.648
STRESS INDICES 0.29 0.51 0.26 L/609 L/428
LOAD CASE 1 1 1 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
CONNECTION
*** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM,
SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY.
***ATTACH TWO PLIES WITH 3 ROWS OF 16d (3-1/2") NAILS AT 6" OC.
FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD
PLY WITH 3 ROWS OF 16d (3-1/2") NAILS AT 6" OC. TO THE UN-NAILED
SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX
NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4")
MAY BE USED.
***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN
MAX. LOAD: 854 PLF LDF: 1.00
NOTES
*** COMPRESSION EDGE BRACING REQUIRED AT 93" O.C. OR LESS.
STRUCTURAL GEOMETRY
SPAN 1
13.250'
TOTAL SPAN: 13.25 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
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+ALL 1 *UNIF DEAD FLOOR SIDE 153.8 PLF 0.000 13.250
ALL 1 *UNIF DEAD FLOOR SIDE 139.1 PLF 0.000 1.500
+ALL 1 UNIF WEIGHT BEAM 19.9 PLF 0.000 13.250
+1 1 *UNIF LIVE FLOOR SIDE 410.0 PLF 0.000 13.250
1 1 *UNIF LIVE FLOOR SIDE 370.9 PLF 0.000 1.500
+2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 13.250
2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 1.500
* 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 12485 4436 1.00 D+L
2 3709 1304 0.90 D
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 4588 3910
2 1347 1162
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 1347 1162
2 1347 1162
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 3241 2748
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 0.255 0.432 L/609 0.363 0.648 L/428
2 1 0.000 0.432 0.108 0.648 L/1441 0.108 0.162
**** 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 0.51 0.26
2 0.17 0.09
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.
Page 3 1849-SV12-BEAM B-REVISED.dsn
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.