Report s'lJTA a< I�S�--
Page 1 I Z Uv7 K�
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 11/06/15 15:15:53
WARNING
**' THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*'* WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/201G, LP WILL MAKE AVAILABLE 1'O
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH ^.HANGING BUILD-_NG COL;ES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METFI.ODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW, LLC
JOB ID: 1851 FLOOR BEAM 1
STATE: OR CODE: IRC
PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 265OFb-1.9E
DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFA+CT'ORED LOADS)
---------------------------------------------------
LIVE
_,-__-- -- ___--__>________________LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
. ----- ----- ---- -------- -------- ------- ---------- ---------
FLOOR 40 15 NO 11.000' 0.000' SIDE L/360 L/240
ROOF 30 15 35.000' 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 5078 11895 4167 0.119 0.216
ALLOWABLE 10096 18187 7897 0.323 0.484
STRESS INDICES 0.50 0.65 0.53 L/976 L/537
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 ACTU:4LS.
**"* ALLOWABLE DEFLECTIONS ARE EASED ON THE DESPGN SPAN LENGTH ,_.) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
CONNECTION
`** DESIGN ASSUMES ALL "TOP" LOAD: ARE APPLIED Tv TOP EDGE OF BEAM,
SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH FLY.
"**ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS P'
12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FRO:+t ONE FACE OR.
HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS
WITH A MINIMUM SHANK DIAMETER OF 0.131" 16x1 SINKERS (3-11'9")
MAY HE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE.
***MAXIMUM SIDE "LOAD FOR MULTI-PLY CONNECTION DESIGN
MAX. LOAD: 303 ILE LDF: 1.00
NOTES
** COMPRESSION EDGE BRACING REQUIRED AT '13" O.C. OR LESS.
STRUJOI'URAL GEOMETRY
-------------------
SPAN 1
1p-_pool
TO'^AFL SPAN: 10.00 FT
LOAD PATTERNS
C,.. L SPAY. ''APE PIPE SOURCE. 7 JADING 'A1
Page 2
____ _____ ______ _s____ _______ ------------ ------------ -------
+ALL 1 UNIF DEAD ROOF TOP 262.5 PLF 0.000 10.000
+ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 10.000
-ALL 1 *UNIF DEAD FLOOR SIDE 82.5 PLF 0.000 10.000
-ALL 7. UNIF WEIGHT BEAM 11.9 PLF 0.000 10.000
._ 1 UNIF LIVE ROOF TOP 3393.8 PLF 0.000 10.000
_ *UNIF LIVE FLOOR SIDE 165.0 PLF 0.000 10.000
+2 UNIF LIVE ROOF TOP 0.0 PLF 0.000 10.000
+2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 10.000
+3 1 *UNIF LIVE FLOOR SIDE 220.0 PLF 0.000 10,000
+4 1 UNIF LIVE ROOF TOP 525.0 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 11895 4167 1.00
2 5351 1853 0.90
3 7927 2917 1.00 -
4 11500 3874 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
------------------------------------------------------------------------------
REACTIONS FOR TOTAL LOADS
CASE ^BRG#1 BRG#2
1 5078 5078
2 2284 2284
3 3384 3384
4 4909 4909
REACTIONS FOR DEAD LOAD
----------------------
CASE BRG#1 BRG#2
1- 22847 2284
2 2284 2264
3 2284 2284
4 2284 2284
REACTIONS FOR LIVE LOAD
___e_______________.---
CASE BRG#1 BRG12
1 2794 2794
2 0 0
3 1100 1100
4 2625 2625
MINIMUM BEARING SIZES (IN)
____ _2`. --_______
BRG# BRG#
3.846 3.844
I,SVE LOAD DEFIECTION TO`_'AL LOAD DEULECTION DEAD LOAD DEFLECTION
CASE! SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
______ ________ ______ ______ ___.___.__ ..___.
1 _ 0.119 0.323 L/976 0.216 0.484 L/537
2 1 0.000 0.323 0.097 0.484 L/1194 0.097 0.146
3 _ 0.047 0.323 L/2479 0.144 0.484 L/806
.,.122 0.323 L/.....039 0.209 0.464 L/556
*** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASTE 2 "***
`**' TOTAL LOAD DEFLECTION SHOWN IS INSTANTANECUS. *'**
Page 3
**** ALLOWABLE DEFLEECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
""WICE THE LENGTH FOR CANTILEVERS (2L) .
STRESS INDICES CASE MSI VSI
______________ 1___. -----
0.53
2 0.33 0.26
3 0.44 0.3'
4 0.63 0.45
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
-COL AND SHOULD BE USED WITH EXTREME CPRE 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 2014.1 11/06/15 15:21:58
WARNING
'** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
WOOD-E DESIGN 2014.' EXPIRES ON 3/31/2016. LP WILL MAKE AVA LABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OPTHE WOOD-E DESIGCI SG"TWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CCDE EVALUATION REPORTS ANC/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW, LLC
JOB ID: 1851 FLOOR BEAM 2
STATE: OR CODE: SRC
PRODUCT: 3-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 19.000' 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 7107 24974 6998 0.470 0.658
ALLOWABLE 10596 27280 11845 0.476 0.714
STRESS INDICES 0.67 0.92 0.59 L/364 L/260
LOAD CASE 1 1 1 1 1
**'* 'THE REACTION, MOMENT A14D SHEAR DATA ABOVE ARE BASED ON TBE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
*'* ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TW1CF. THE LENGTH FOR CANTILEVERS (2L) .
CONNECTION
"* DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO ':OP EDGE CP' BEAM,
SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY.
'**ATTACH TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT h" OC.
FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE TH-1RD
PLY WITH 2 ROWS OP' 16d (3-1/2") NAILS AT 6" OC. -0 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
,9AX. LOAD: 523 PLF LDF: ,.00
NO'PRS
*" COMPRESSION EDGE BRACING REQUIRED AT 37" O.C. OR LESS.
S`RUCTURAL GEOMETRY
2AN 1
.,.'AL SPAN: 17.50 :'9..
"Ali
odl++_ ;HAP,; [.PE SOURrT ;SDING WL W2. ,: r .. 7 F9';
Page 2
____ ____ _____ ______ ______ _______ __ _ ------------ _______ ___l___
+ALL 1 *UNIF DEAD FLOOR SIDE 262.5 PLF 0.000 1 .`00
+ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 14.500
+1 1 *UNIF LIVE FLOOR SIDE 700.0 PLF 0.000 14 .500
12 1 +UNIF LIVE FLOOR SIDE 0.0 PLF' 0.000 14.500
• INDICATES SIDE LOAD.
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT DIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR ;LBS) LDF
---------- ____ _______________ ___________
1 24974 6998 1.00
2 7141 2001 0.90
JNFACTORED SUPPORT REACTIONS (LBSI USE 'HESE VALUES WHEN DESIGNING CONNECTORS
_._.______________________________________.._________ _
REACTIONS FOR TOTAL LOADS
-------------------------
CASE BRG41 BRG#2
7107 7107
2 2032 2032
REACTIONS FOR DEAD LOAD
-----------------------
CASE BRG#1 BRG#2
1 2032 2032
2 2032 2032
REACTIONS FOR LIVE LOAD
-----------------------
CASE BRG#1 BRG#2
1 5075 5075
2 0 0
MINIMUM BEARING SIZES (IN)
NRC# 1 BRG# 2
2.691 2.691
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE --PAN ACTUAS ALLOW. L/? ACTUAL ALLOW. L;? IN TAN- LONG-TE'PM
_.__ _ ______ ________ .._____ ___ ____ _______ ------------
1 1 0.470 0.476 L/364 0.658 0.714 L/260
2 1 0.000 0.476 0.188 0.71.4 L/910 0.188 0.282
**** 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) .
37RESS INDICES CASE MSI VSI
______________ ____
1 0.92 0.59
2 0.29 0.19
SLENDERNESS RATIO - 2.26 LLMIT 10.00
VERIFY YOUR INPUT TO AVOID DESIGN AND FABRT_CATION MISTAKES. YOU ARE SOLELY
RESPCNSIBLE FOR ERRORS RESULTING FROM INCORRECT TINE-JT. THIS PROGRAM =S A DESIGN
TOOT. AND SHOULD BE USED WITH. EXTREINE CANE THAI INPUT UNIFORM AND COPICENT_4ATED
LOAi"" AR ACCUP.A"1'E IN MAGNITUDE AND LOCATION. IF YCU '!AVE AN' j'JE37IO .S OF.
UNCERTAINTIES, PLEASE .^UNTAC^ LP.
T.11a COMPrINFNT D[ 1GN .S SPECIFICALLY FOR LlENGINEERED 'AOOU PP JC'-S.
USE Ot PHIS PROGRAM TO DESIGN ANYTHING CIHER THAN LP LVL, LP I.PI '01S'TS
- STRiCT LY PROHIP .tisD. LP IS A TRADEMARK OF 1r`1131ANT _ ACIDIC CC>R FVRAT SO J.
Page 1
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 11/06/15 15:29:56
WARNING
*`* THIS DESIGN IS VALID FOR THE PROJECT NAMED BEI;OW (JOB ID) ONLY
#44 WOOD-E DESIGN 2014.1. EXPIRES ON 3/31/2Ui6. LP WILL: MAKE AVAILABLE TO
A:,I, REGISTERED 'USERS AN UPDATED VERSION CF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPL=ANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW, LLC
JOB ID: 1851 FLOOR BEAM 3
STATE: OR CODE: IRC
PRODUCT: 1-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
(PSE) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
----- ----- ---- -------- __ ....-__---__ --__-----
40 15 NO 12.000' 0.000' SIDE L/360 L!240
[;'AN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
---------------------------..__---------------------------------
ACTUAL 2693 5762 2643 0.125 0.193
ALLOWABLE 2693 9093 3948 0.312 0.467
STRESS INDICES 1.00 0.63 0.67 L/896 L/582
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 DESTGN SPAN LENGTH 1L) OR
TWICE THE. LENGTH FOR CANTILEVERS (21,) .
NOTES
OMPRESSION Z_,'GE BRACING REQUIRED A- "16" O.C. OR LESS.
STRUCTURAL GEOMETRY
---------------------
SPAN I
9.5u0'
IOTA',, SPAN: 9.50 FT
LDAD PATTERNS
--------------
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W X) (n"P X2 (FT)
---- ---- ----- ------ ------ -------- ------------ ___..___ ---- ------- _--_---
iAi.L _ UNIF DEAD FLOOR SIDE 90.0 PLF 0.000 9.500
ALL UNIF` DEAD FLOOR SIDE 60.0 PLE 4.000 9. 500
ALL 1 UNI: DEAD WALL SIDE 50.0 PLF 0.000 9.500
A. f. 1 (IN!F WEIGHT REAM 5.9 PLF 0.000 9.500
+i 1 UNIF LIVE FLOOR SIDE 240.6 PLF 0.000 9.50(1
1 UNIF LIVE FLOOR SIDE L60.0 PLF 4.;)00 °.500
it I UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 9.500
2 _ UNIF L=VF FLOOR SIDE C. , PLF 4 .^00: d.5s.0
INn1CA' E` LOAD S BASED ON SPANCARR-ED AND NP.;� _, Vv CR
J 2i;Li 911. 0. 90
Page 2
UNFACOBED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
___ __________________________________________________________________
REACTIONS FOR TOTAL: LOADS
-----------._______________.
CASE BRG#1 BRG#2
1 2189 2693
2 789 928
REACTIONS FOR DEAD LOAD
-----------------------
CASE BRG#1 DRG#2
789 928
2 789 928
REACTIONS FOR LIVE LOAD
-----------------------
CASE BRG#1 BRG#2
1 1395 1765
2 0
MINIMUM BEARING SIZES (IN)
------------
BRG# 1 BRG# 2
1 .664 2.052
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
____ ____ ______ ______ ________ ______ ______ ________ _______ ------------
1 1 0.125 0.312 L/896 0.193 0.4667 L/582
2 1 0.000 0.312 0.068 0.467 L/1658 0.068 0.101
**** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 ****
'***
TOTAL LOAD DEFLEC'T'ION SHOWN IS INS.'ANTANEOUS. *"*'
'*** ALLOWABLE DEFLECTIONS ARE BASED ON THE DFS-CIN SPAN _ENGTH (L` OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
STRESS INDICES CASE MSI VSI
------- ------- ____ _____
1 0.63 0.67
2 0.25 0.26
SLENDERNESS RATIO = 6.79 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 CONCEP:TRAT-D
LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU LUNE A14Y QUESTIONS OR
UNCERTAINTIES, PLEASE CONTACT LP.
THIS COMPONENT DESIGN IS SPECIFICALLY FOR I.P ENG-_NEERFD WOOD PROCUC'PS.
USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP ISL, OR LPI-JOISTS
:S STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.
Page 1
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 11/06/15 15:52:04
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
WOOD-E DESIGN 2014.1 EXPIRES ON 3/3_/2010. LP WILL MAKE AVAILABLE TO
A.LT' 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: 1851 FLOOR BEAM 4
STATE: OR CODE: IRC
PRODUCT: 1-PLY 7" X 11-7/8" LP LVL 2900Fb-2.OE
DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAN. (UNFACTORED LOADS)
---------------------------------------------------
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
----- ----- ----____ ________ ________ _______ _._________
FLGOR 40 15 NO 0.000' 19.000' SIDE L/360 L/240
ROOF 30 15 0.000' 0.000' TOP
iLOOR SPAN CARRIED IS NOT CONTINUOUS. ROOF SPAN CARRIED IS NOT CCNTINJOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
------ REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
---------------------------------------------------------------
ACTUAL 9150 31836 10305 0.301 0.521
ALLOWABLE 18144 39805 15794 0.423 0.635
STRESS INDICES 0.50 0.80 0.65 L/507 L/292
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 CF COMPONEN'P.
STRUCTURAL GEOMETRY
-------------
SPAN 1
13.00o,
'L'OTAL SPAN: 7.3.00 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W'. 672 Xi (FT) X2 (FT)
,, .L JNTF DEAD ROOF TOP 2-1-1.7 PL- 'r00 -3 000
lALL L JNIF DEAD FLOOR SIDE 142.5 PL.,F 0.000 _3.000
ALL JNIF DEAD WALL TOP 1.00.0 Fl,;, 3.000 13.000
)ALL 6NIF WEIGHT BEAN 23.HpLn 0.000 13.000
ALL UNIF DEAD FLOOR SIDE 15.0 PLF 0.000 3.000
ALL _-,NC DEAD ROOF TOP 22.16.7 LBS 3.COO
❑N-F LIVE ROOF TCF 916.5 PT,7 3.000 13.=100
- UNI^ LIVE FLCOR ..IDP, J;i 5.0 P'.7 0.109 ..000
_JN Ir LIVGPLC()R ;"D 0.0 P7. L;.'J(i0
''ECIC Ll Vc: H.O..; TiIP '11.`, r: L.fi:i 001
JN=F 1IvE ROOF TOP 0.0 1'L ,.900 :701
LIVE 00R .ZEE .J IL_ J..)o", C3.C)UO
rrF
LIVE E'iCOR SIDE C PLF : ;00 ...�i0
Page 2
2 _ CONC LIVE ROOF TOP 0.0 LBS 3.000
+3 _ UNIF LIVE FLOOR SIDE 380.0 PLF 0.000 13.000
I. UNIF LIVE FLOOR SIDE 40.0 PLF 0.000 3.000
4 1 UN1F LIVE ROOF TOP 555.3 PLF 3.005 13.000
1. CON LIVE ROOF TOP 4553.3 LBS 3.00.0
INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
-- ----_-------- ____ _______________ ___________ ----
1 31836 10305 1.00
2 13489 4244 0.90
3 21167 6756 1.00 _
4 30386 9813 1 .00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
-----------------------------------------------------------------------------
REACTIONS FOR TOTAL LOADS
-------------------------
CASE PRG#1 BRG#2
10485 9150
2 4324 3936
3 6901 6419
4 9963 8404
REACTIONS FOR DEAD LOAD
-----------------------
CASE BRG#1 3RG#2
-_- 4324 3936
2 4324 3936
3 4324 3936
4 4324 3936
REACTIONS FOR LIVE LOAD
------------------------
CASE BRG#1 BRG#2
1 6161 5214
2 0 0
3 2576 2484
4 5638 4468
MINIMUM BEARINC SIZES (1N)
---------------------------
BRG# 1 BRG# 2
3.965 3.456
CONCENTRATED LOADS
------------------
SPAN TYPE W1 (LBS) XI (FT) MIN BRG (IN)
1 DEAD 2276. 1 3.000 3.000
1 L-VE 4553.3 3.000 3.000
L'VE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LGA.D DEP:LECTION
CASE SPAN ACTUAL ALLOW. L/-, ACTUAL ALLOW. L/4 INSTANT LON;-'TERN,
._._ ....__
------ ______ _______ _ __
I I 0.3C1 0.423 1/507 0.521 0. 635 1./292
2 1 0.000 0.423 0.221 0.635 L/69C 0.221 0.331
3 1 0.126 0.423 S/1212 0.346 01.635 1 /440
4 1 0.275 0.423 l/553 0.49E 11.63� 1.11307
«'•' F'i8. DEAD LOAD 1)7:F'LECTION DATA SFT'. L.Cv?D CA :E 2 "^`
TOTAL L-0Ai) DN?'L=7C:T!ON SHOWN IS INSTANTANECUS. *«"
'*^ ALLOWABLE DEFLEC'T'IONS ARE BASED GN 7HE DES.CGN SPAN LENGTH (,l) OR
Page 3
TWICE THE LENGTH FOR CANTILEVERS (2L) .
STRESS INDICES CASE MSI VSI
-------------- _.---- ----- -----
1. 0.80 0.65
2 0.38 0.30
3 0.53 0.43
4 0.76 0.62
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 COMPONENTDESIGN 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\1851\1851 Beams\FLOOR BEAM 5.dan
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 12/17/15 17:11:27
WARNING
THIS DESIGN IS VALID FOR. THE PROJECT NAMED BELOW (JOB ID) ONLY
WOOD-E DESIGN 2015.1 EXPIRES ON .3/.31/20I6. LP WILL MAKE AVAILABLE T
ALL i?ECISTERED 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: 1851 FLOOR BEAM 5
STATE: OR CODE: IRC
PRODUCT: 3-PLY 1-3/4" X 11-7/8" LP LVL 2650Fb-1.9E
DES-GN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS)
------------------------------
I.TVF. DEAD SAFF. SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) COAD CARRIED CARRIED LOADING LIVE TOTAL
________ ________ _______ __________ ---------
40 15 NO 8.000' 16.000' SIDE L/360 L/290
SPAN CARD= IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
------------------------"'--- ------------------------------_
ACTUAL 5666 21522 8846 0.207 0.289
ALLOWABLE 16801 27280 11845 0.351 0.527
STRESS INDICES 0.34 0.79 0.75 L/610 L/438
LOAD CASE 1 1 1 1 1
'"* THE REACTION, MOMENT AND SHEAR DATA ABOVE. ARE BASED ON THE MAXIMUM
S'T'RESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
" ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (I,i 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.
"IA-TACH -WC PLIES WITH 2 ROWS OF' 16d (3-1/2") NAILS A_" 8" OC.
FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD
PLY WITH 2 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 W= A MINIMUM SHANK DIAMETER OF C.131". 16d SINKERS (3-1/9")
MAY BE USED.
CONCENTRATED LOADS MUST BE EQUALLY DIS'T'RIBUTED TO ALL PLIES.
ADDITIONAL FF,STENEP.S MAY BE REQUIRED.
""MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN
MAX. 1,i)A=1: 99J PLF LDP: 1.00
NUTEF`.
"• COVPRFSSION EDO[: BRACING REQUIRED AT 56" O.C. OR LESS.
_FRN
11 .000'
Page 2 FLOOR BEAM 5.dan
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING Wi W2 X1 (FT) X2 (FT)
____ ____ _____ ______ ------ ------- ____________ ------- _______
+ALL 1 `UNIF DEAD FLOOR SIDE 180.0 PIE 0.000 11.000
+ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 11.000
A1._1 1 CONC DEAD FLOOR TOP 1938.3 LBS 3.200
+I 1 *UNIF LIVE FLOOR SIDE 480.0 PLF 0.000 11.000
1 CCNC "II VE FLOOR 'POP 51.68.7 LBS 3.000
4: 1 UNIF LAVE FLOOR SIDE. 0.0 PLF 0.000 11.000
2 1 CCNC LIVE FLOOR TOP 0.0 LBS '.000
` INDICATES SIDE. LOAD.
INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD P..^;F.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
______________ ____ --------------- ----------- ___-
1. 21522 8846 1.00
2 6013 2481 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
__________________ _-_-___--_--_____________-_-_----_--.._________
3EP.CilGNS FOR TOTAL LOADS
---------------------------
CASE BRG#1 BRG#2
1 8897 5666
2 2498 161.7
REACTIONS FOR DEAD LOAD
-----------------------
CASE BRG#1 BRG#2
1 2498 1611
2, 2498 1617
REACTIONS FOR LIVE LOAD
CASE.__ BRG#L DRG#2
1 6399 4050
2 0 n
MINIMUM BEARINC SIZES (IN)
13_.:(4 - BRG# 2
6.729 4.267
CONCF.;NTRATED LOADS
------------------
SPAN TYPE W1 (LBS) X1 (FT) MIN BEG (IN)
---- ---- -------- ------- .._____--____
DEAD 1938.3 3.000 3.000
LIVE 5168.7 3.000 3.000
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION CPA-) L.GAD DEFLP.CT'.ON
CASE SPAN ACTUAL AT LOW. L/? ACTUAL ALLOW. i„7 :.NSTANT LONG-TERN.
____ ____ ______ ___s_- -__ _...___-_ ---_-_ --_-_..-- _______ _
1 0.20 0.351 L/610 0.289 0.527 L/438
2 1 ”..O0Ii 0.351 0.081 0,527 L/1557 0.081 0.122
... FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 ....
TOTAL LOAD DEFLECTION SHOWN IS INSTANTANTTOUS. "*°
• ,•' ALLOWABLE DEF'LEC'[IONS ARE BASED ON THF. DESIGN `PAN L_. GTH 1L1 OR
'PYIZC;E Tan LF,P S'I'F. P':%K CANTILEVERS (2_Li .
VI-1
0.79 0.7
Page 3 FLOOR BEAM 5.dsn
SLENDERNESS RA'T'IO - 2.26 LIMIT -= 10.00
VERIFY YOUR INPfiT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY
R6'SPONSIBLE 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 YOJ EIAVR ANY QUESTICNS OR
UNCERTAINTIES, PLEASE CONTACT LP.
THIS COMPONENT DESIGN iS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS.
USE OF TY.IS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-SOIS'PS
IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.
Page 1
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 11/06/15 18:59:08
WARNING
"• THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
�•� WOOD-E DES-GN 2014 .1 EXPIRES ON .3/31/2016. LP WILL MAKF AVAILABLE TO
ALL REGT_STERED OFFRS AN UPDATED VERSION OF 'THE WOOD-E DESIGN SOFTWARE IN
'IBE CON'T'INUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HONES NW, LLC
JOB ID: 1851 FLOOR BEAM 6
STATE: OR CODE: IRC
PRODUCT: 3-PLY 1-3/4" X 18" LP LVL 265OFb-1.9E
DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS)
------------------------------
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(P.^+F) (FSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
---- ----- "'- -------- -------- ------- ---------- ---------
4C 15 NO 6.000' 16.000' SIDE L/36C L/240
SPAN CARRIED 1S NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
---------------------------------------------------------------
ACTUAL 11390 54802 11336 0.486 0.684
ALLOWABLE 11390 59083 17955 0.626 0.939
STRESS INDICES 1.00 0.93 0.63 L/463 L/329
LOAD CASE 1 1 1 1 1
*`"" THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIhII1M
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
«".. ALLOWABLE DEF9,KCTIONS ARE BASED ON 'THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
;
Page 2
LOAD PATTERNS
-------------
CASE SPAN SHAPE TYPE SOURCE LOADING Wi W2 X1 (FT) X2 (FT)
+ALL I UNIF DEAD FLOOR SIDE 180.0 PL_ 0.000 19.000
+ALL _ CNIF WEIGHT BEAM 27.0 PLF 0.000 19.000
ALL I CONC DEAD FLOOR TOP 1938.3 LBS 6.000
+1 _ *UNSF LIVE FLOOR SIDE 480.0 PLF 0.000 19.000
1 _ CONC LIVE FLOOR TOP 5168.7 LBS 6.000
+2 = *ONIF LIVE FLOOR SIDE 0.0 PLF 0.000 19.000
2 _ CONC LIVE FLOOR TOP 0.0 LBS 6.000
* INDICATES SIDE LOAD.
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-F^. ) SHEAR 1LBS) LDF
______________ --------------- _________:__
1 54802 11336 1.00
2 15719 3276 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
___________________..._____________________.___________.___.____-:___..______.,______
REACTIONS FOR TOTAL LOADS
Yi4v_
CASE BRG#1 BRG#2
1 11390 8771
2 3293 2579
REACTIONS FOR DEAD LOAD
v A
CASEARG#1 BRG#2
1 3293 2579
2 3293 2579
REACTIONS FOR LIVE LOAD
--------------------------
CASE ERG#1 BRG#2
1 8096 6192
2 C 0
MINIMUM BEARING SIZES (IN)
___._____,._____________ —_
BRG# 1 BRG# 2
2.893 2.228
CONCENTRATED LOADS
------------------
SPAN TYPE WI (LBS) X1 (FT) MIN BRG (IN)
DEAD 1938.3 6.000 3.000
1 LIVE 5168.7 6.000 3.000
L'_VE LOAD DEFLECTIO14 TOTAL LOAD DEFLECTION DEAD LOAD DE.FIECTTON
CASE SPAN AC'T'UAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
____ ____ ______ ______ ________ ______ ______ ________ _______
1 1 0.486 0.626 L/463 0.684 0.939 L/329
2 _ 0.000 0.626 0.198 0.939 L/1139 0' '98 0.297
*^** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 ****
TOTAL '..GAD DFFLECTION SHOWN IS INSTANTANEOUS. ***"
F.6LOWABLE DEFLECTIONS ARF. BASED ON 'THE DL - _,N SPAN LENGTH (LI OR
'P4vICF] THE LENG^_P. FGF 7ANTI_FVERS (2L) .
STRFS:� 1NDICIZS CASE, MSI VST_
1 0.93 0.63
2 0.30 0.20
Page 3
SLENDERNESS RATIO = 3.43 LIMIT = 10.00
VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOIELY
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 ARF ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUP.STICNS 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\1851\1851 Beams\FLOOR BEAM 7.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 12/17/15 17:14:46
WARNING
THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*`« :100D-F DESIGN eDI4 .1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SCFTWARE IN
'IEE CONT_TNCING EFE'ORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS ObANALYSIS.
C0MPANY: STONE BRIDGE HOMES NW, LLC
JOB ID: 1851 FLOOR BEAM 7
STATE: OR CODE: IRC
PRODUCT: 3-PLY 1-3/4" X 23-7/8" LP LVL 2650Fb-1.9E
DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS)
------------------------------
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSP') (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
_____ _____ ____ __...___-.. -------- ------- ---------- ---------
40 15 NO 0.000' 0.000' TOP L/36C L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
---------------------------------------------------------------
ACTUAL 11801 90500 11839 0.456 0.649
ALLOWABLE 11801 99834 23815 0.793 1.190
STRESS INDICES 1.00 0.91 0.50 L/627 L/440
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 TENGTH (L) OR
'PWICL THE LENG'T'H FOR CANTILEVERS (2L) .
CCNNF.C?ICia
*" DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE L3 BEAM,
SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY.
'"A'PTACH TWO PE.ZN5 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
NATL6 WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4")
MAY BE USED.
CONTACT HANGER MANUFACTORER TO VERIFY ABILITY OF HANGER 'TO DISTRIBUTE LOAD
CONCENTRATED SIDE LCADS MUST BE EQUALLY DISTRIBUTED TO ALI, PLIES.
-THIS CONNECTION AND RESTRAINT OF THE TORSION INDUCED BY -IF, SIDE
fOAD h 'PHI. MI MBI&R ARE 1'k1E RESPONSIBIE,ITY CF THE PROJ�.CT C SIGNER_
N.:'TES
COMPRESSIJN BRACING REQUIRED AT 24" O.C. OR LESS.
51'RbC TURAL GECME'Y,,'
P:iTAL SPAF: ZR.00 fl•
Page 2 FLOOR BEAM 7.dsn
LOAD PATTERNS
-------------
CASE SPAN SHAPE. TYPE. SOURCE LOADING W1 W2 X1 (FT) X2 (FTI
___- ____ ----- ______ ------- --- ----- ____________ ____________ -------- _______
+ALL 1 UNIF WEIGHT BEAM 35.9 PLF 0.000 24.000
ALI, 1 -CONC DEAD FLOOR SIDE 3106.4 LBS 8.000
ALL I -CONC DEAD FLOOR SIDE 1545.3 LBS 8.000
1 *CONC '.,I VE FLOOR SI DF. 8283.6 LBS 8.000
1 1 -CONC LIVE FLOOR SIDE 4120.7 LBS 8.000
2 1 -CONC LIVE FLOOR SIDE 0.0 LBS 9.000
2 1 -CONC LIVE FLOOR SIDE 0.0 LBS 8.000
- INDICATES SIDE LOAD.
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCE-S CASE. MOMENT (LB-FT) SHEAR (LBS) LDF
1 90500 11839 1.00
2 26302 3539 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
---------------------------
CASE BRG41 BRG#2
1 11801 6116
2 3531 1981
RFACTIONS E'OR DEAD LOAD
------------------------
CASE BRG#1 BRG#2
1. 3531 1981
2 3531 1981
REACTIONS FOR LIVE LOAD
--------------- --
CASE BRG41. BRG#2
1 8270 4135
2 cl 0
MINIMUM BEARING SIZES (IN)
____________________..___.
ERGO i BRG# 2
2.997--- J.817 _
CONCENTRATED LOADS
-----------------
SPAN TYPE W1 (LBS) X1 (FT) MIN BEG (IN)
____ _--- ..______ ------------
I DEAD 3106.4 8.000 4.332
1 DEAD 1545.3 8.000 4.332
1 LIVE 8263.6 8.000 4.332
L_WE 4120.7 9.000 4.332
LIVE LCAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD OEFLc:C"'TON
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-T!,PPl
____ ___ ------ . ____ ___ ------ --- ---------
I
__-___I 0.456 7. 793 i.IF27 0.649 1.190 L/440
e 1 0.000 0. ,93 0.194 1.190 L/1476 0.194 0.290
CR DEAD T„AD lI' I 'T Cd DATA SEE LOA2 CASE 2
%I LGA L ShOWN .S INTAITIAN1,CJS.
ALL BLL I Ti".N: ARE SASE Oh1.1:; DES-GN 3Pe d F':LTH '.? O!I
I lIiT:1 FIJF12,L) .
DICES .,A:F. i4 SI V S I
Page 3 FLOOR BEAM 7.dsn
0.9 0.50
0.79 0.17
SLENDERNESS RATIO = 4.55 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 SHCULD 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.
USF 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\1851\1851 Beams\FLOOR BEAM 8.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 12/17/15 17:57:32
WARNING
" THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB TD) ONLY
41COD-3 DFSTGN 20' 11 . 1. EXPIRES_ ON3/3112016. LP WI--L MAKE AVAILABLE TO
ALT, R.EGISTEREC 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: 1851 FLOOR BEAM 8
STATE: OR CODE: IRC
PRODUCT: 3-PLY 1-3/4" X 14" LP LVL 2650Fb-1.9E
DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS)
--------------------------------
LIVE DEAD SAFE SPAN (L,) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (IS-) LOAD CAPRiED CARRIED LOADING LIVE TOTAL
---- __-- -------- --------- -------- ---------- ---------
40 15 NO 0.000' 11.000' TOP L/360 :,/240
SPAN CARR-El '.I NC;'C CONT`NUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
---------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
---------------------------------------------------------------
ACTUAL 7197 35992 9423 0.197 0.278
ALLOWABLE 9812 37048 13965 0.358 0.537
STRESS INDICES 0.73 0.97 0.67 L/655 L/464
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 'IHE LENGTI! FOR CANTILEVERS (2L) .
�i1NNEC ION
"• DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM,
SUCH ':HAT LOAD -13 DISTRIBUTED EQUALLY TO EACH PLY.
"'ATTACH TWO PLIES WI'T'H 3 ROWS OF 16d (3-1/2") NAILS AT 12" OC.
FRCM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE TH'_RD
PLY WITH 3 ROWS OF 16d (3-1/2") NAILS AT 12" OC. 'TO 'THE: UN-NAILED
S-CE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX
NA 11,S Tl LTH A NTNIMU14 SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4")
MAY BE USED.
CCNCENTRATED i.CADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES.
ADDTTIONAL FLSTE:IEP.S MAY BE REQUIRED.
DOTES
-11 COVPFIESSION EP('E BRAC`NG RRQUTRFD AT 24" 0.0. OR LESS.
STRUCTURAL GEOMETRY
IPAr: _
I . O
r:;Ar; ,.TT-Ras
WI W2 XF'T, f ' f
Page 2 FLOOR BEAM 8.dan
ALL 1 UNIF DEAD FLOOR TOP 157.E PLY 0.000 4.500
ALL 1 UNIF DEAD WAIL TOP 100.0 PLF 0.000 4.500
TALL I UNIF DEAD FLOOR TOP 82.5 PLF 0.000 11.000
ALL I UNIF DEAD FLOOR TOP 30.0 PLF 4.500 11.000
+A.LL i UNIF WEIGHT BEAM 21.0 PLF 0.000 11.000
ALL 1. CONC DEAD FLOOR TOP 2859.5 LHS .
.5'10
1 1 UNIF' L1VE FLOOR TOP 420.4 PLF 0.000 4.500
+1 1 UNIF LIVE FLOOR TOP 220.0 PLF 0.000 11.000
1 1 UNIF LIVE FLOOR TOP 80.0 PLY 4.500 11.000
1 1 CO'.dC L'WE FLOOR TOF 7625.5 LBS 4.500
2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 4.500
+2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 11.000
2 1 UNIF LIVE. FLOOR TOP 0.0 PLF 4.500 11.000
2 1 CONC LIVE. FLOOR TOP 0.0 LBS 4.500
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
35992 9423 1.00
2 10439 2824 0.90
JNFACTORED SUP^ORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNFC^ORS
------------------------------------------------------------------------------
REACTIONS FOR TOTAL. LOADS
-------------------------
CASE BRG#1 BRG#2
1 10613 111)
2 3239 2114
REACTIONS FOR DEAD LOAD
---------_____________
CASE BRG#1 BRG#2
1 3239 211.4
2 3239 2114
REACTIOMS FOR Li VB: LOAD
CASE BRG#i BRG#2
1 7374 5083
0 n
MINIMUM BEARING SIZES (IN)
------------------------
RRC;# '. 7RG# 2
3.794 2.492
CONCEN'.'RATF-.D LOAD`
SPAN TYPE W1 (LBS) X1 (FT) M'_N BRG (IN)
____ ____ -------- _______ ------------
I DEAD 2859.5 5.500 3.000
1 LIVE 7625.5 4.500 3.000
LIVE LOAD DEFLECTION TOTAL LOAD DLILEC;iGN DNAD LORI D6 P1 :C'1'T I:N
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
.197 0 358 /655 0.278 537 L/469
2 _ 0.000 0.358 0.081 ...537 L/1587 0.081 0.122
�r_xy it l ['F LLCTICN IIATT, SEE LOAD CASE 2 +«+.
'.'OTA p?.i DI IF",'14N "'JWN i9 N,`,TAN7A OUS.
3LLOW m..E DIC _i:dN:4 mPE BASE- ON TF,,: Ii _„D SPAN I NC;TH ,L) OR
.!ANT1IYVFRS
P� __, IN:ICE5 n5_. Im,F, VSI
Page 3 FLOOR BEAM 8.dsn
______________ ____ _____ -----
1 0.97 0.67
2 0.31 0.22
SLENDERNESS PATIO = 2.67 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 EXTREhE 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 2014.1 11/06/15 19:31:00
WARNING
*** 'PHIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*" 'WOJD-E DES GN 20:4 .! EXPIRES ON 3/3'_/2016. LP WILL MAKE AVAILABLE TO
P.I,I. PHG_STZRl`D USERS AN U?DATED VERSION OF THE WOOD-E DESIGN SOFTWARE IF.
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: 1851 FLOOR BEAM 9
STATE: OR CODE: IRC
PRODUCT: 3-PLY 1-3/4" X 22" LP LVL 26507b-1.9E
DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS)
---' -------"-------------------------`----
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) If?S F) LOAD CARRIED CARRIED LOADING LIVE TOTAL
---- ----- ---- -------- -------- ------- ---------- ---------
FLOOR 40 Is NO 0.000' 11.000' TOP L/360 L/240
ROOF 30 10 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 15246 76560 12954 0.326 0.539
ALLOWABLE 15246 85765 21945 0.623 0.935
STRESS INDICES 1.00 0.89 0.59 L/668 L/416
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 DEF'LEC'CICNS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE -HE LENGTH FOR CA121ILEVERS (2L) .
CONNECTION
"* DESIGN: ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM,
SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH FLY.
***ATTACH TWO PLUS WITH 4 ROWS OF 16d (3-1/2") NAILS AT 12" OC.
FROM ONE FACE; ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD
PLY WITH 4 ROWS OF 166 (3-1/2") NAILS AT 12" OC. TO THE UN-NA'f LED
SIDE OF THE FIRST TWO PLIES. .STAGGER ROWS. NAILS MAY BE COMMON OR BOX
NAILS WITH A MINIMUM SHANK D1AME"PER OF 0.131". 16d SINKERS (3-1/4")
MAY BE USED.
*'* CONCFPTRATED LOADS MCS1' BE EQ7ADLY DISTRIBUTED TO A-IL PLIES.
ADDITIONAL FASTENER'. MAY BE REQUIRED.
NOTES
COMPRESSION h ;E. BRA77NG REQUIRED AT 24" O.C. OR LESS.
ST3UCTEPAL •„E0M4;11,Y
-----------------....
SPAN I
__
Page 2
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 Xi (FT) X2 (FT
ALL 1 UNIT DEAD ROOF TOP 262.7 PLF 6.000 19.000
ALL 1 UNIF DEAD FLOOR TOP 142.6 PLF 6.000 19.000
ALL I. UNIF DEAD WALL TOP 100.0 PLF 6.000 1.9.000
+ALL 1 UNIF DEAD FLOOR TOP 82.5 PLF 0.000 19.000
TALL 1 UNIF WEIGH" BEAM 33.0 PLF 0.000 19.000
ALL 1 UNIF DEAD FLOOR TOP 30.0 PLF 0.000 6.000
ALL CONC DEAD FLOOR TOP 2495.5 LBS 6.000
I UNIF T,TVE ROOF TOP 394.0 PLF 6.000 19.000
UNIF LIVE FLOOR TOP 285.3 PLF 6.000 19.1100
i UNIF LIVE FLOOR TOP 165.0 PLF 0.000 19.000
1 UNIF LIVE FLOOR TOP 60.0 PLF 0.000 6.000
I. CONC LIVE FLOOR TOP 4990.9 LBS 6.000
2 1 UNIF LI VI?; ROOFTOP 0.0 PLF 6.000 19.000
2 1 UNIF LIVE FLOOR TOP 0.0 PLF 6.000 19.000
+2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 19.000
2 1 UNIF LIVE. FLOOR. TOP 0.0 PLF 0.000 6.000
2 1 CONC LIVE FLOOR TOP 0.0 LBS 6.000
3 1 JNIF LIVE FLOOR TOP 380.4 PLF 6.000 19.000
+3 1 UNIF LIVE FLOOR TOP 220.0 PLF 0.000 19.000
3 1 UNIF LIVE FLOOR TOP 80.0 PLF 0.000 6.000
3 I CONC LIVE FLOOR TOP 6654.5 LBS 6.000
4 1 UNIF LIVE ROOF TOP 525.3 PLF 6.000 19.000
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LII-FT) SHEAR (LBS) LDF
1 "16560 12595 1.00
2
30207 5090 0.90
3 74892 12954 1.00
4 48337 8577 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
___.._..._--------------------------------____________________________________
REACTIONS FOR TOTAL LOADS
--------------------------
CASE BRGU1 BRGA2
1 13510 15216
2 520'4 6236
13943 13756
754C 1T129
RLACTIONS FOR DEAD 7,OAD
CASE BRGkl BRGk2
1 5204 6236
2 5204 6236
3 5204 6236
4 5204 6236
REACT-ONS FOR LIVET LOAIG
------------------------
CASE . BRG' BR--,
#2
1 P,306 9010
0
8739 "1 ,20
4 2336 449'.1
P"IN'NIUP1 EFAR7NC
PRC€ _.4.114
�IOECE N'INAIED LCADS
Page 3
SPAN 'TYPE `Bi :LBS) Xl (FT) MIN BRG (IN)
1 DEAD 2495.5 6.000 3.000
I LIVE 6654.5 6.000 3.000
LIVE LOAD DEFLECTION -OTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL A'.I OW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.326 0.623 L/688 0.539 0.935 L/416
2 1 0.000 0.623 0.213 0.935 L/1054 0.213 0.319
3 1 0.309 0.623 L/725 0.522 0.935 L/430
1. 0.1,26 0.623 1./1785 0.338 0.935 L/663
**** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 *`**
**** TOTAL LOAD DEFLECTTON 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
0.89 0.57
2 0.39 0.26
3 0.87 0.59
4 0.56 0.39
SLENDERNESS RATIO = 4.19 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 C014TACT LP.
THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS.
USE OF THIS PRDGRAM TO DESIGN ANY'T'HING 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 2014.1 11/06/15 19:37:33
WARNING
**'
THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*"
WOOD-_E I3SIGN 2cI4 . 1 LXPIFES ON 3/3',/2016. LP WILL MAKE AVAILABLE TO
AT.-, REGI S'I'E.IZ3D USERS AN UNDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT 'TO MAINTAIN COMPLIANCE WI'T'H CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW, LLC
JOB ID: 1851 GARAGE HEADER H1
STATE: OR CODE: IRC
PRODUCT: 2-PLY 1-3/4" X 14" LP LVL 2650Fb-1.9E
DESIGN CRITERIA FOR FLOOR SEAM (UNFACTORED LOADS)
LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
------ _____ ..-__ -------- ----------- -- ------- ---------- ---.--_.-__
40 15 NO 11.000' 9.000' TOP L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
---------------------------------------------------------------
ACTUAL 4681 18393 4033 0.414 0.585
ALLOWABLE 4681 24699 9310 0.545 0.818
STRESS INDICES 1.00 0.74 0.43 L/473 L/336
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 CAN'P`LEVERS (2L) .
CONNECTION
*'f ...;SIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM,
SUCH THAT I.OAC 1S D:STRIBU`ED EQUALLY TO EACH PLY.
"* ATTACH THE TWO FLIES WITH 3 ROWS OF 16d (3-112") 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 C.131" 16d SINAERS (3-1/4")
NAY BE USED, BUT HALF MUS'.' BE DRIVEN FROM EACH FACE.
**" CONCENTRATED 'LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES.
ADDITT_GNAL FASTENERS MAY BE REQUIRED.
NOTES
CO3iPRESSION F.D6E BRACING RFVJIRr.D AT 53" O.C. OR LESS.
STRUCTURAL GEOMFTRY
SFAN
5.5C0'
TQTAL, SPAN_ 1h." FT
..�I P!�[. SH,:Ft; W2 X (1 SI '"I)
Page 2
TALL 1 UNIF DEAD FLOOR TOP 142.5 PLF 0.000 16.500
+ALL 1 UNIF WEIGHT BEAF 14.0 PLF 0.000 16.500
:ALL 1 CONC DEAD FLOOR TOP 84.8 LBS 3.000
+1 1 UNIF LIVE FLOOR TOP 380.0 PLF 0.000 16.500
1 1 CONC LIVE FLOOR TOP 226.2 LBS 3.000
+2 1 UNIF I,:LVE FLOOR TOP 0.0 PLF 0.000 16.500
2 1 CONC L .VF. FLOOR TOP 0.0 LBS 3.000
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECCICN FORCES CASE MOMENT (LB-FT! SHEAR (LBS) LDF
______________ ____ _______________ ----
1 18393 4033 1.00
2 535) 1183 0.90
UNFACTORED SUPPORT RFACTIONS (LBS) 'JSE THESE VALUES WHEN DESIGNING CONNECTORS
_______.________________________________________________________. -
REACTIONS FOR TOTAL LOADS
-------------------------
CASE BRG#1 BRG#2
____ _____ -----
1 4681 4483 -
2 1361 1307
REACTIONS FOR DEAD LOAD
---------------- -------
CASE BRG#1 3RG#2
1 1361 7.307
2 1361 1307
REACTIONS FOR LIVE LOAD
---------------------------
CASE BRG#1 BRG#2
1 3320 3176
2 0 0
MINIMUM BEARING S-T'LF.S (IN
----------------------
BRG* 1 PRG# 2
1.783 1.7G8
CONCENTRATED LOAD''
SPAN TYPE W1 (LBS) X1 fFT) MIN PRG (IN)
1 DEAD 84.8 3.000 3.000
1. LIVE 226.2 3.000 3.000
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLEC'T'ION
CASE SPAN ACTUAL ALLOW. LI? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 _ 0.414 0.545 L/473 0.585 0.818 L/336
2 1 0.000 0.555 0.'_70 0.818 L/1153 0.170 0.255
FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 ***'
"*** TOTAL LOP.D DEFLE'TION SHOWN IS INSTANTANEOUS. **"
•""' ASLOWABLE DEFLECTIONS APE BASED ON THE DESIGN SPAN LENGTH (L) OR
-",)ICE THE LENGTH FOR CANTILEVERS (2L) .
STRESS INDICES CASH hlsi VSI
]. ..74 0.43
J 0.24 0. 14
Fr)cER.N RA-_0 - 4.0^ LT«I- — 10.r0
i[,ICY YCUei -N-'JI 10 AVOID ESTG'N AND FAHPICA ICN MISTAKFS. YCU ARE SOLELY
RESPONSIBLE FCR F,RRORS RF,SUJPING FROM INCORRECT INPUT. THIS i:'ROGRAM IS A D"SLGN
Page 3
TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED
LOADS ARE ACCURATE IN MAGN_TJDE AND LOCATION. YOU HAVE ANY QUESTIONS OR
UNCERTAINTIES, PLEASE CONTACT LP.
'PHIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS.
USE Ot PHIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS
IS S-R=CTLY PROHIBITED. LEA TRADEMARi, OF LOUISIANA-FAr IF:C CORPORATION.