2014-01795WARNING TL r
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD -E DESIGN 2011.1 EXPIRES ON 3/31/2015. 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:
JOB ID:
STATE: CODE: IBC
PRODUCT: 4 -PLY 1-3/4" X 14" LP LVL 295OFb-2.OE
I KERE6Y CERTIFY THAT THIS PLAN, SF[CIF;CAf!Ofq
OR REPORT WAS PREPARED BY h1E OR U..NDER MY
DIRECT SUPERVISION AND THAT I AM A DULY
LICENSED PROFESSIONAL ENGINEER UNDER THE
- LAWS O/FTHE AJ.E ��Ip
Mqi✓ R -'a- ,J'° KKf9M REO NO.12707
DESIGN CRITERIA FOR ROOF BEAM (UNFACTORED LOADS)
-----------------------------
LIVE DEAD SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) CARRIED CARRIED SLOPE LOADING LIVE TOTAL
35 15 0.000' 0.000' 0.00 TOP L/240 L/180
SPAN CARRIED IS NOT CONTINUOU1.
REVIEWED
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ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 7065 38972 6297 0.728 1.088
ALLOWABLE 14438 54990 18947 1.114 1.485'
STRESS INDICES 0.489 0.709 0.332 L/367 L/246
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
*** DESIGN ASSUMES COMPONENTS CARRIED ARE APPLIED TO TOP EDGE OF BEAM,
SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY.
*** ATTACH ALL FOUR PLIES WITH 2 ROWS OF 1/2" DIAMETER, ASTM GRADE A307
OR BETTER, BOLTS AT 24" OC,STAGGER ROWS. USE FLAT WASHERS UNDER
BOLT HEAD AND NUT.
*** OPTIONAL: TO AID IN FABRICATION: ATTACH TWO PLIES WITH 2 ROWS OF 16d
(3-1/2") NAILS AT 24" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE
FACE OR FROM EACH FACE.ATTACH THE THIRD PLY TO ONE SIDE OF THE DOUBLE
WITH 2 ROWS OF 16d (3-1/2") NAILS AT 24" OC. STAGGER ROWS. ATTACH
THE FOURTH PLY TO OTHER SIDE WITH 2 ROWS OF 16d (3-1/2") NAILS AT 24"
OC. 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, BUT HALF MUST
BE DRIVEN FROM EACH FACE WHEN ATTACHING THE FIRST TWO PLIES.
*** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS.
*** THIS LVL 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
22.500'
SPAN: 22.50 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1
W2 X1(FT) X2 (FT)
---- ----
ALL 1
----- ------ ------ ------- ------------
UNIF DEAD ROOF TOP
------------ -------
1$0.0 ELF
-------
0.000 22.500
+ALL 1
UNIF WEIGHT BEAM
.0 PLF
0.000 22.500
1 1
UNIF LIVE ROOF TOP
420.0 PLF
0.000 22.500
2 1
UNIF LIVE ROOF TOP
0.0 PLF
0.000 22.500
3 1 UNIF LIVE ROOF TOP 120.0 PLF 0.219 2.719
4 1 UNIF LIVE ROOF TOP 120.0 PLF 19.781 22.280
5 1 UNIF LIVE ROOF TOP 120.0 PLF 10.000 12.500
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB -FT) SHEAR (LBS) LDF
-- -------------------
1 38972
----------
6297
----
1.00
2 12910
2108
0.90
3 13114
2389
1.00
4 13114
2389
1.00
5 14487
2258
1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
-------------------------
CASE BRG#1 BRG#2
1 7065
7065
2 2340
2340
3 2621
2360
4 2360
2621
5 2490
2490
REACTIONS FOR DEAD LOAD
-----------------------
CASE BRG#1 BRG#2
---- ----- -----
1 2340
2340
2 2340
2340
3 2340
2340
4 2340
2340
5 2340
2340
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 4725 4725
2 0 0
3 280 20
4 20 280
5 150 150
MINIMUM BEARING SIZES (IN)
--------------------------
BRG# 1 BRG# 2
------- -------
2.750 2.750
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.728 1.114 L/367 1.088 1.485 L/246
2 1 0.000 1.114 0.361 1.485 L/741 0.361 0.541
3 1 0.007 1.114 L/38494 0.367 1.485 L/728
4 1 0.007 1.114 L/38494 0.367 1.485 L/728
5 1 0.037 1.114 L/7202 0.398 1.485 L/672
**** 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 0.709 0.332
2 0.261 0.124
3 0.238 0.126
4 0.238 0.126
5 0.263 0.119
SLENDERNESS RATIO = 2.00 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.