Report (68) "t,f 5
Client Shipping
Roshoro
Project Name: Stone Bridge Homes NW Plan 308 1 Job#: Quantity 1 Description:
14 ;01�Pmj 2015
bl
Beam A Rosboro X-Beam 3.500" X 11.875" - PASSED V712Page'0T I
ZITIL'
;69
D ON
-7 OP,-3,
I'M H
I " I
7 7 T�"Z
Rx� �k 7770 w7
n ��QX,
i JIU 1-11,71,,IaLLi w i 1B 11111,
i�," 011;
"j,61 L
Law-
4v*
Na Via, 7/8"
it
17-71
1 SPF 2 SPF
10'9"112" H3 1/2"
10'9112"
Type: Girder Application: Floor Reactions
Moisture Condition:Dry Design Method: ASD Brg Live Dead Snow Wind Const
Deflection LL: 360 Building Code: IBC 2012/IRC 1 2089 574 0 0 0
Deflection TL: 240 Load Sharing: No 2 2107 578 0 0 0
Importance: Normal Wet Use: No
Temperature: Temp<=100°F Deck: Not Checked
Vibration: Not Checked
Bearings
bearing Input 16 Cap. React D/L Ib Total Ld.'Case Ld.'Comb.
I
Analysis Actual Location Allowed Capacity Load Comb.Ld.Case Length Analysis
1-SPF 3,500" 2.000" 909/6 57412069 2663 L D+L
Moment 6726 ft-lb 5'3 3/4" 16002 ft-lb 0.420(42%)D+L L 2-SPF 5.500" 2.000" 90% 57812107 2686 L D+L
Shear 2125 lb 1'2 3/8" 7343 lb 0.289(29%)D+L L
LL DO inch 0.113(IJ11088) 5-3 3/4" 0.340(IJ360) 0.330(33%)L L
TL DO inch 0.144(L/854) 5-3 3/4' 0.510(1-1240) 0.260(28%)D+L L
Design OK.
Design Notes
1 Girders are designed to be supported on the bottom edge only.
2 Top unbraced.
3 Bottom unbraced.
ID Load
d Type Location Trib Width Side Dead Live Snow Wind Const. Comments
Uniform 8-1-8 Far Face 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF
2 Uniform 2-0-0 Near Face 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF
Self Weight 10 PLF
Powered b, iS,,,tT.-.3.6.096 "CALCULATED Slkd('.LC-D DESK3NS
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Self Weight 26 PLF
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Page 1 N:\JOBS Stone Bridge\1919\1919 Beams\308 BEAM D.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 03/03/15 16:05:03
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2013.4 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: STONE BRIDGE HOMES NW, LLC
JOB ID: 308 BEAM D
STATE: OR CODE: IBC
PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2950Fb-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 4.000' 12.500' TOP L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
---------------------------------------------------------------
ACTUAL 2794 8208 2316 0.151 0.213
ALLOWABLE 3938 20246 8035 0.396 0.594
STRESS INDICES 0.710 0.405 0.288 L/942 L/668
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 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.
*** COMPRESSION EDGE BRACING REQUIRED AT 137" O.C. OR LESS.
STRUCTURAL GEOMETRY
-------------------
SPAN 1
12.000'
TOTAL SPAN: 12.00 FT
LOAD PATTERNS
-------------
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
+ALL 1 UNIF DEAD FLOOR TOP 123.£3 PLF 0.000 12.000
+ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 12.000
+1 1 UNIF LIVE FLOOR TOP 330.0 PLF 0.000 12.000
f-2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 12.000
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
Page 308 BEAM D.dsn
-------------- ---- --------------- ----------- ----
1 8208 2316 1.00
2 2391 683 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
-----------------------------------------------------------------------------
REACTIONS FOR TOTAL LOADS
-------------------------
CASE BRG#1 BRG#2
---- ----- -----
1 2794 2794
2 814 814
REACTIONS FOR DEAD LOAD
-----------------------
CASE BRG#1 BRG#2
1 814 814
2 814 814
REACTIONS FOR LIVE LOAD
-----------------------
CASE BRG#1 BRG#2
1 1980 1980
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 0.151 0.396 L/942 0.213 0.594 L/668
2 1 0.000 0.396 0.062 0.594 L/2292 0.062 0.093
**** 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 0.405 0.288
2 0.131 0.094
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.
Roshoro Client Shipping
Project I Name: Stone Bridge Homes NW Plan 308 JJob#: Quantity 1 Description:
:
Beam E Rosboro X Beam 5.500" X 16.500" - PASSED 1/7/2014521 PM
Page 1 of 1
Designer.
tl I 11111"4
"H11111.11
Ilk I 111, A
N 1'4 1/2"
5
1.,4rrk
�:!T-113
1 SPF 2 D.Fir
21'6" 5
21'6"
Type: Girder Application: Floor Reactions
Moisture Condition:Dry Design Method: ASD Big Live Dead Snow Wind Const
Deflection LL: 360 Building Code: IBC 2012/IRC 11 4415 1334 0 0 0
Deflection TL 240 Load Sharing: No
Importance: Normal Wet Use: No 2 4436 1340 0 0 0
Temperature: Temp<=1001F Dock: Not Checked
Vibration: Not Checked
Bearings
Bearing Input In Cap. React D/L lb Total Ld.Case Ld.Comb.
I Length Analysis
Analysls Actual Location Allowed Capacity Load Comb,Ld.Case
1-
Moment 29947 ft4b 107 13/16" 48314 fl-lb 0.620(62%)D+L L SPF 3,500' 2.500" 98% 1334/4415 5749 L D+L
2-D. 5.500" 1.750- 96% 1340/4436 5776 L D+L
Shear 49721b V6 3/4" 16033 lb 0.310(31%)D+L L Fir
LL DO inch 0.489(L/513) 10-7 7/8" 0.698(U360) 0.700(70%)L L
TL DO Inch 0.637(U394) 10-7 7/8" 1.046(U240) 0,610(51%)D+L L
Design OK
Design Notes
I Girders are designed to be supported on the bottom edge only.
2 Top unbraced.
3'bottom unbroeed.
ID Load Type Location Trib Width Side Dead Live Snow Wind Const. Comments
1 Uniform 6-4-0 Far Face to PSF 40 PSF 0 PSF 0 PSF 0 PSF
2 Uniform 4-2-0 Near Face 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF
Satf Weight 22 PLF
Powered by iStruct-13.6.096 "CALCULA(ED SMUCTURE)PESKAS
Page I N:�JOBS Stone Bridge\1919\1919 Beams\308 BEAM F.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 03/03/15 16:05:26
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2013.4 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: STONE BRIDGE HOMES NW, LLC
JOB ID: 308 BEAM F
STATE: OR CODE: IBC
PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2950Fb-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 16.500' 8.000' TOP L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
---------------------------------------------------------------
ACTUAL 2057 2958 1347 0.013 0.019
ALLOWABLE 3937 20246 8035 0.196 0.294
STRESS INDICES 0.522 0.146 0.168 L/5241 L/3745
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 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.
*** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT.
STRUCTURAL GEOMETRY
-------------------
SPAN 1
6.000'
TOTAL SPAN: 6.00 FT
LOAD PATTERNS
-------------
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
---- ---- ----- ------ ------ ------- ------------ ------------ ------- -------
+ALL 1 UNTF DEAD FLOOR TOP 183.8 PLF 0.000 6.000
+-ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 6.000
+1 1 UNIF LIVE FLOOR TOP 490.0 PLF 0.000 6.000
+2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 6.000
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
Page Y 306 BEAM F_dsn
-------------- ---- --------------- ----------- ----
1 2958 1347 1.00
2 844 393 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
-----------------------------------------------------------------------------
REACTIONS FOR TOTAL LOADS
-------------------------
CASE BRG#1 BRG#2
---- ----- -----
1 2057 2057
2 587 587
REACTIONS FOR DEAD LOAD
-----------------------
CASE BRG#1 BRG#2
---- ----- -----
1 587 587
2 587 587
REACTIONS FOR LIVE LOAD
-----------------------
CASE BRG#1 BRG#2
---- ----- -----
1 1470 1470
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 0.013 0.196 L/5241 0.019 0.294 L/3745
2 1 0.000 0.196 0.005 0.294 L/13125 0.005 0.008
**** 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 0.146 0.168
2 0.046 0.054
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\1919\1919 Beams\308 BEAM G.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 03/03/15 16:05:43
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2013.4 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: STONE BRIDGE HOMES NW, LLC
JOB ID: 308 BEAM G
STATE: OR CODE: IBC
PRODUCT: 3-PLY 1-3/4" X 18" LP LVL 2950Fb-2.OE
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' 7.500' 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 5876 55605 10089 0.414 0.718
ALLOWABLE 8670 65772 18270 0.691 1.036
STRESS INDICES 0.678 0.845 0.552 L/601 L/346
LOAD CASE 1 4 4 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
----------
***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 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
NAILS WITH A MINIMUM 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.
*** COMPRESSION EDGE BRACING REQUIRED AT 33" O.C. OR LESS.
STRUCTURAL GEOMETRY
-------------------
SPAN 1
21.000'
TOTAL SPAN: 21.00 FT
LOAD PATTERNS
-------------
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
---- ---- ----- ------ ------ ------- ------------ ------------ ------- -------
ALL 1 UNIF DEAD ROOF TOP 315.0 PLF 13.000 21.000
ALL 1 *UNIF DEAD WALL SIDE 100.0 PLF 13.000 21.000
+ALL 1 UNIF DEAD FLOOR TOP 56.3 PLF 0.000 21.000
+ALL 1 UNIF WEIGHT BEAM 27.0 PLF 0.000 21.000
ALL 1 `UNIF DEAD FLOOR SIDE 15.0 PLF 0.000 13.000
ALL 1 CONC DEAD ROOF TOP 2166.7 LBS 13.000
1 1 UNIF LIVE ROOF TOP 472.5 PLF 13.000 21.000
Page 2 '3018 BEAM G.dsn
+1 1 UNIF LIVE FLOOR TOP 112.5 PLF 0.000 21.000
1 1 *UNIF LIVE FLOOR SIDE 30.0 PLF 0.000 13.000
1 1 CONC LIVE ROOF TOP 3250.0 LBS 13.000
2 1 UNIF LIVE ROOF TOP 0.0 PLF 13.000 21.000
+2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 21.000
2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 13.000
2 1 CONC LIVE ROOF TOP 0.0 LBS 13.000
+3 1 UNIF LIVE FLOOR TOP 150.0 PLF 0.000 21.000
3 1 *UNIF LIVE FLOOR SIDE 40.0 PLF 0.000 13.000
4 1 UNIF LIVE ROOF TOP 630.0 PLF 13.000 21.000
4 1 CONC LIVE ROOF TOP 4333.3 LBS 13.000
* 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 54024 9769 1.00
2 22885 4341 0.90
3 31684 5831 1.00
4 55605 10089 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
-----------------------------------------------------------------------------
REACTIONS FOR TOTAL LOADS
-------------------------
CASE BRG#1 BRG#2
---- ----- -----
1 5876 11338
2 2467 4964
3 4401 6700
4 5078 11726
REACTIONS FOR DEAD LOAD
-----------------------
CASE BRG#1 BRG#2
---- ----- -----
1 2467 4964
2 2467 4964
3 2467 4964
4 2467 4964
REACTIONS FOR LIVE LOAD
-----------------------
CASE BRG#1 BRG#2
---- ----- -----
1 3409 6374
2 0 0
3 1934 1736
4 2611 6763
MINIMUM BEARING SIZES (IN)
--------------------------
BRG# 1 BRG# 2
-------- --------
2.202 4.431
CONCENTRATED LOADS
------------------
SPAN TYPE Wl (LBS) X1 (FT) MIN BRG (IN)
1 DEAD 2166.7 13.000 3.000
1 LIVE 4333.3 13.000 3.000
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.414 0.691 L/601 0.718 1.036 L/346
2 1 0.000 0.691 0.305 1.036 L/816 0.305 0.457
3 1 0.145 0.691 L/1721 0.449 1.036 L/554
4 1 0.408 0.691 L/609 0.713 1.036 L/349
*"* FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 ****
Page 3 30B BEAM G.dsn
+*** 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 0.821 0.535
2 0.387 0.264
3 0.482 0.319
4 0.845 0.552
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 LSL, OR LPI-JOISTS
IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.
Page 1 l C:�\Users\NWUD\Desktop\NWUD OFFICE
\(STONEBRIDGE HOMES)\JOB 1844\1844 Beams\308 BEAM Hl.dsn,
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 11/16/15 06:44:48
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: 308 BEAM H1
STATE: OR CODE: IBC
PRODUCT: 3-PLY 1-3/4" X 11-1/4" LP LVL 2900Fb-2.OE
DESIGN CRI`1'ERIA 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' TOP L/360 L/240
ROOF 30 15 42.000' 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 6697 17108 5427 0.169 0.299
ALLOWABLE 6706 26955 11222 0.345 0.518
STRESS INDICES 1.00 0.63 0.48 L/737 L/416
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 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.
NOTES
*** COMPRESSION EDGE BRACING REQUIRED AT 79" O.C. OR LESS.
STRUCTURAL GEOMETRY
-------------------
SPAN 1
10.500'
TOTAL SPAN: 10.50 FT
LOAD PATTERNS
-------------
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 }'1 (FT) X2 (FT)
+ALL 1 UNIF DEAD ROOF TOP 315.0 PLF 0.000 10.500
+ALL 1 UNIF DEAD FLOOR TOP 123.8 PLF 0.000 10.500
+ALL 1 UNIT DEAD WALL TOP 100.0 PLF 0.000 10.500
+ALL 1 UNIF WEIGHT BEAM 16.9 PLF 0.000 10.500
+1 1 UNIF LIVE ROOF TOP 472.5 PLF 0.000 10.500
Page 7 " SO!; BEAM Hl.dsn
+1 1 UNIF LIVE FLOOR TOP 247.5 PLF 0.000 10.500
+2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 10.500
+2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 10.500
+3 1 UNIF LIVE FLOOR TOP 330.0 PLF 0.000 10.500
+4 1 UNIF LIVE ROOF TOP 630.0 PLF 0.000 10.500
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
-------------- ---- --------------- ----------- ----
1 17108 5427 1.00
2 7452 2373 0.90
3 11878 3772 1.00
4 15901 5045 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
-----------------------------------------------------------------------------
REACTIONS FOR TOTAL LOADS
-------------------------
CASE BRG#1 BRG#2
---- ----- -----
1 6697 6697
2 2917 2917
3 4650 4650
4 6225 6225
REACTIONS FOR DEAD LOAD
-----------------------
CASE BRG#1 BRG#2
---- ----- -----
1 2917 2917
2 2917 2917
3 2917 2917
4 2917 2917
REACTIONS FOR LIVE LOAD
-----------------------
CASE BRG#1 BRG#2
---- ----- -----
1 3780 3780
2 0 0
3 1733 1733
4 3308 3308
MINIMUM BEARING SIZES (IN)
--------------------------
BRG# 1 BRG# 2
-------- --------
1.703 1.703
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
---- ---- ------ ------ -------- ------ ------ -------- ------- ------------
1 1 0.169 0.345 L/737 0.299 0.518 L/416
2 1 0.000 0.345 0.130 0.518 L/955 0.130 0.195
3 1 0.077 0.345 L/1609 0.207 0.518 L/599
4 1 0.148 0.345 L/843 0.278 0.518 L/448
**** 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 0.63 0.48
2 0.31 0.23
3 0.44 0.34
4 0.59 0.45
SLENDERNESS RATIO = 2.14 LIMIT = 10.00
Page .s 308 BEAM Hl.dsn
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.