Specifications V w , /�s 1-,Lot 5--04 C S----C.. .,,
I 1-0101 � Z'` l^c-c ys V'c i.t 7
Michael K. Brown, S.E.
5346 E. Branchwood Dr. RECE �I�^
Boise, ID 83716 (J
208-850-7542 AUG 2 6 2015
Mikebrown.se @omail.com
or-
BUILD'. *` TI
GA RD
ON
LATERAL STRUCTURAL DESIGN
CALCULATIONS
FOR
LOT 13, SOUTH VIEW HEIGHTS
TIGARD, OR
ENGR. JOB # DM15-122
449
{: ORE
-+
EXPIRATION DATE: 1 2-31-15
Prepared for:
StoneBridge Homes, NW, LLC
Plan #: 304mod
OTE: 1850
Date: 08-20-2015
The following calculations are lateral wind and seismic engineering only. Gravity loading and the design of foundations are
outside the scope of this design. The design is based on information provided by the client who is solely responsible for its
accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate
this design. Michael K.Brown,S.E.and Core Engineering shall have no liability(expressed,or implied),with respect to the
means and methods of construction workmanship or materials.
Michael K. Brown, S.E. and Core Engineering, PLLC. shall have no obligation of liability, whether arising in contract
(including warranty),Tort(including active,passive,or imputed negligence)or otherwise,for loss or use, revenue or profit,
or for any other incidental or consequential damage
f
' Y
Michael K.Brown,S.E.
5346 E. Branchwood Dr.
Boise,ID 83716
208-850-7542
mikebrown.se @gmail.com
Job Name: Lot 13, South View By: MKB
Core Job Number: DM15-122 Date: Aug., 2015
Code Basis of Design: Latest Adopted Version of O.R.S.C. and O.R.S.C.
Wind Loading: Either ASCE 7 or O.R.S.0 projected area method allowed.
ASCE 7 used.
Wind: 120 MPH Ult. Wind Speed, Exposure B, 6:12 Pitch roof Side to Side
and 4:12 Pitch Front to Back. Per ASCE 7 Figure 28.6-1:
Front to Back:
Zone A: 31.6 PSF
Zone B: 0
Zone C: 21.1
Zone D: 0
For Zones A and B, a=10% of least horizontal dimension or 0.4h (h=mean roof height), but not less than 3'.
Least horizontal dimension = 40 feet
Therefore, use a = 4 feet
Side to Side
Zone A: 28.6 PSF
Zone B: 4.6
Zone C: 20.7
Zone D: 4.7
For Zones A and B, a=10% of least horizontal dimension or 0.4h (h=mean roof height), but not less than 3'.
Least horizontal dimension = 44 feet
Therefore, use a = 4.4 feet
Upper Floor:
Front to Back:
Average force on projected wall = (total force at zone A + total force at zone C)/overall length:
23.2 PSF
Average force on projected roof= (total force at zone B + total force at zone D)overall length:
= O PSF
Wall Plate Height = 8 feet
Projected Average Roof Height = 6 feet
Total Wind Force at Upper Level = 3712 #, or 93 PLF
Side to Side:
Horizontal Dimension = 44 Feet
Average force on projected wall = 22.3 PSF
Average force on projected roof = 4.68 PSF
, I ,
, a ‘14-!
Michael K. Brown,S.E.
5346 E. Branchwood Dr.
Boise,ID 83716
208-850-7542
mikebrown.se @gmail.com
Job Name: Lot 13, South View By: MKB
Core Job Number: DM15-122 Date: Aug., 2015
Projected Average Roof height = 4 Feet
Total Wind Force at Upper Level = 4745 #, or 108 PLF
Mail Level:
Plate height = 9 Feet
Front to Back:
Average force on projected wall = 23.2 PSF
Projected Length = 40 Feet
Total Wind force at Main Level = 8816 #, or 220 PLF
Total Wind force Upper and Main = 12528 #
Side to Side:
Averag force on projected wall = 22.3 PSF
Projected Length = 44 Feet
Total Wind force at Main Level = 9313 #, or 212 PLF
Total overall side to side wind force = 14058 Pounds
Seismic Loading: D1 seismic design category per O.R.S.0
Sips= .83, R = 6.5, W = weight of structure
V = [1.2 Sps/R] W
V = .154W
Roof Dead Load = 15 psf
Floor Dead Load = 12 psf
Int. wall Dead Load = 6 psf
Ext. wall Dead Load = 12 psf
Seismic Front to Back:
Tributary Roof Length = 44 Feet
Tributary Floor Length = 44 Feet
Equiv. Trib Int wall Length = 20 Feet
Trib. Ext upper wall Height = 4 Feet
Trib. Ext lower wall Height = 4.5 Feet
Wupper = 127.512 plf > 93 plf, therefore seismic gov.
Wfloor = 136.29 plf < 220 plf, therefore wind gov.
Total Seismic Load = 10552.08 Pounds < 12528 Therefore Wind Gov. overall
y
Michael K. Brown,S.E.
5346 E. Branchwood Dr.
Boise,ID 83716
208-850-7542
mikebrown.se @gmail.com
Job Name: Lot 13, South View By: MKB
Core Job Number: DM15-122 Date: Aug., 2015
Seismic Side to Side:
Tributary Roof Length = 40 Feet
Tributary Floor Length = 40 Feet
Equiv.Trib Int wall Length = 5 Feet
Trib. Ext upper wall Height = 4 Feet
Trib. Ext lower wall Height = 4.5 Feet
Wroof= 116.424 plf > 108 plf, therefore seismic gov.
Wfloor = 114.576 plf < 212 plf, therefore wind gov.
Total Seismic Force = 10164 Pounds, < 14058 Pounds, therefore wind gov. overall
Redundancy factor = 1.0 per ASCE 7, section 12.3.4.2
Roof Level Wall Lines:
Line A:
P = 128 * 20 ft = 2550 #
Total Shear Wall Length = 13 Feet
V=P/L = 196 PLF Use A wall
Wall Height = 8 Feet Trib Roof Area = 2 Feet
Shortest Wall Length 13 Feet Trib Floor Area = 0 Feet
Mot = 14281 LB FT Factored Dead Load 76 PLF
Mr = 6388 LB FT
T = 607 LB No Uplift
Line B:
P = 128 * 20 ft = 2550 #
Total Shear Wall Length = 12 Feet
V=P/L = 213 PLF Use A wall
Line 1:
P = 116 * 20 ft = 2328 #
Total Shear Wall Length = 16 Feet
V=P/L = 146 PLF Use A Wall
Wall Height = 8 Feet Trib Roof Area = 20 Feet
Shortest Wall Length 16 Feet Trib Floor Area = 0 Feet
4 ,
u
Michael K. Brown,S.E.
5346 E. Branchwood Dr.
Boise, ID 83716
208-850-7542
mikebrown.se @gmail.com
Job Name: Lot 13, South View By: MKB
Core Job Number: DM15-122 Date: Aug., 2015
Mot = 13039 LB FT Factored Dead Load 238 PLF
Mr = 30413 LB FT
T = -1086 LB No Uplift
Line 2/3:
P = 116 * 20 ft = 2328 #
Total Shear Wall Length = 9 Feet
V=P/L = 259 PLF Use A wall
Wall Height = 8 Feet Trib Roof Area = 20 Feet
Shortest Wall Length 2 Feet Trib Floor Area = 0 Feet
Mot = 2898 LB FT Factored Dead Load 238 PLF
Mr = 475 LB FT
T = 1211 LB Use type 5 HD at 2' walls
Main Level:
Front to Back:
Line A:
P = 220 * 20 ft + 2328 = 6736.48 #
Total Shear Wall Length = 24 Feet
V=P/L = 281 PLF Use A wall
Wall Height = 9 Feet Trib Roof Area = 2 Feet
Shortest Wall Length 24 Feet Trib Floor Area = 2 Feet
Mot = 36377 LB FT Factored Dead Load 97 PLF
Mr = 27994 LB FT
T = 349 LB No Uplift
Line B:
P = 220 * 20 ft + 2550 = 6958.24 #
Total Shear Wall Length = 37 Feet
V=P/L = 188 PLF Use A wall
Wall Height = 9 Feet Trib Roof Area = 2 Feet
Shortest Wall Length 37 Feet Trib Floor Area = 2 Feet
Mot = 37574 LB FT Factored Dead Load 97 PLF
Mr = 66533 LB FT
T = -783 LB No Uplift
Side to Side:
Line 1:
P = 212 * 25 ft + 2157 = 7448 #
r 1 L
Michael K.Brown,S.E.
5346 E. Branchwood Dr.
Boise,ID 83716
208-850-7542
mikebrown.se @gmail.com
Job Name: Lot 13, South View By: MKB
Core Job Number: DM15-122 Date: Aug., 2015
Total Shear Wall Length = 12 Feet
V=P/L = 621 PLF Use C wall
Wall Height = 9 Feet Trib Roof Area = 20 Feet
Shortest Wall Length 6 Feet Trib Floor Area = 8 Feet
Mot = 20110 LB FT Factored Dead Load 302 PLF
Mr = 5443 LB FT
T = 2445 LB Use HD Type 1
Line 2/3:
P = 212 * 25 ft + 2157 = 7448 #
Total Shear Wall Length = 10 Feet
V=P/L = 745 PLF Use D wall
Wall Height = 9 Feet Trib Roof Area = 6 Feet
Shortest Wall Length 2 Feet Trib Floor Area = 0 Feet
Mot = 8044 LB FT Factored Dead Load : 119 PLF
Mr = 238 LB FT
T = 3903 LB Use HD Type 2
L
. .. .•. .. aec»ac.55:60 aecaat noon ■T1i
6%.55ea wxoaaow000....
. .
�
I •
r .••
: . .. •••
. .
. : .
. •
.......
:.. . ..
..
. :•
. : .
• . .
. .
: .
. . :
: •
: :
. . •
. . .
±. L_________i
. .
. ..
. .
: .
. . .
. .
. .
. .
. .,
. .
. . . .
7 I
MAIN FLOOR PLAN UPPER FLOOR PLAN
::;, .........
SCALE:va -
1 e
I e
t -
3
ammo=
111031 cru 0,316.4.1 11).°eam.° Ina aassu
. .,
. _
1......_..—
____ ---- —
....
.... .............._
..... ,..............
-. ---------------- — ..................................................-................... - '--"""""""'----
WM&A
,-I-Ai - 10111111111110110010111 . ,..
—.. ... . ............................................._
• .........._. II I 1 I I I I MI ______........., ..........._................____
-----;"'''--H III III I II I III III
– -- —
..
—
■- II — 111111111111I111 'il
, r.
;> _.... .---1
___________„_________ ...................... ____ _
WIntt
t‘.,... um,uvid..icu , 'Ainillii1111111, LIMN 3/Yld dill litifilitiffikailiaiiiilWintiiiiiiihilliiiielafflerifirliiiiiiiiillinlitill
..0111 1011111110111! 11111111111111111.1191111111111111111111111141111111IIIIIIIIIIIIIIIIMMIIIIIIIIIIIMILMIIII
-,.... .................................................—.._
, ..111111111111.1 IMIUNIIII 1 : IIIIIIIIIIIIIIIIIIIIIIIIIII11111111111111111111111IIIIIIIIIIIIIIIIIIIIIIIIIIIIIMIIIIIIIIIIIIIIIIIIIIIIII
, -.....ddli11111111111111110111101111 IIIIIINIIIIIIIIIIIIIIIIIIJIIIIIIIIIIIIIIIIIIMIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII/IIIII
,..,
- ■ 11111111101111111111111111114I t IV IIIIIIIINIIIIIIIIIIIIIIIINIIIIIMIIIIIIIIIIIIIIIIIIIIIIIIBIIIIIIIIIIIIIIIIIIIIIIIIIIIINIIIIINIIIIIIIIIIII
4.4 .....ININintaillifign IOU,... . ..1 £L.
---,:- P.R19.111.9.1PRINERIM111,91,1111IIMPRIMPLIPM1.1114119.111,9iilarnat iil
...en...me... , e .
0 1/41I vla dolma .-,0 rh.
..4„,1/0131 YU MOW I
-------- -
... - .- ...-
Op
-....
11■1111
111111111 I L_1 CI= CD =1
.. ...
,.
Ane - 111111111111 M- ■a.0-.1
=1 NM 111 111 11•1111.1111111■ MIIII.
21.Y1 dal VP WINI dal
, •
-igeos-PI Ina owes Ill,1 11111111111111111111 .,„ P'" IllitililiiiiiiliiiiiilifilitliiiiiillifiliF4411
111111' i 11111111111111111111 .1111 .s1111ill., i
DIM 111111911111111111111
Pl. 1111111111111111111 1
I ■ I
1 LII111111111 1 H
1:1
INN 11,i T
• •
. . . .
Will1001-4n Mid dal MOIR IN, - , - IMM —1—.I
. ,_.,,,,,, .,, ... .. .... . . . .
.„ - .£1031 3lYld dal
_ ,. ..4111111111IIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIII -
111111131(11hrt...
1111 1011111111111141.. . ... ... ... 11111111, '-111111,1"timilmiwini 01111111111111111111111111111111111111111111111111111INENIIIII
11111t111
1011 IIIIIIIIIIIIIIIIIIIIIhr.... 77 triitrilha..‘'\IIIIIMIIIII 1111111111111111theisimionailIIIIIIIIIIIIIIIIIIIII"
R. IIIIIIIIIIIIIIIIII11111111110*. to' IIIIIIIIIIIIIIIIIb, VI ' ... IlelmiellowellitwitInnuollutlitm
1 I 111111111111111111141hr mill1111111111 111111111111111111111111111SIMIIIIIIIIIIINIIIIIIIIINIIIIIII
1111111111111111111111111111811111111111111811111111111111111111111111111141IIIIIIIIIIIIIIIIIIIIMED
,.
*
.•'
SHEARWALL SCHEDULE (a-m)
MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRNASFER Lbs
NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) CAPACITY
A 16" OSB (1) SIDE 8d 6" 12" z" Dia. A.B. @ 48" o/c 16d @ 6" o/c A35 @ 18" o/c 384
B 16" OSB (1) SIDE (f) 8d 4" 12" 2" Dia. A.B. @ 24" o/c 16d @ 4" o/c A35 @ 14" o/c 560
C 16" OSB (1) SIDE (e,f) 8d 3" 12" 2" Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c A35 @ 11" o/c 720
D 6" OSB (1) SIDE (e.f) 8d 2" 12" 2" Dia. A.B. @ 16" o/c (m) 16d @ 2" o/c A35 @ 8" o/c 936
E 16" OSB (2) SIDE (d,e,f) 8d 6" 12" 2" Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c A35 @ 10" o/c 768
F 16" OSB (2) SIDE (d,e,f) 8d 4" Staggered 12" 2"Dia. A.B. @ 12"o/c (m) 16d @ 2" o/c A35 @ 7" o/c 1120
G 16" OSB (2) SIDE (d,e,f) 8d 3" Staggered 12" Z" Dia. A.B. @ 10" o/c (m) 16d @ 3" o/c(2)rows staggered A35 @ 5" o/c 1440
H 16" OSB (2) SIDE (d,e,f) 8d 2" Staggered 12" 2" Dia. A.B. @ 8" o/c (m) 16d @ 2" o/c(2)rows staggered HGA10KT @ 7" o/c 1872
Notes:
a) Wood structural panels shall conform to the requireents for its type in DOC PS 1 or PS 2. All wall construction to conform to AF&PA SDPWS per IBC 2306.3.
b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing.
c) A.B. minimum 7" embed into concrete. 3"x3"x'/4" plate washers req'd at all shear wall A.B. Locate edge of Washer no greater than Z" from sheathed edge of sill plate.
d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered.
e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered.
f) All edges blocked.
g) Common Wire Nails.
h) Clip to be attached from continuous blocking to top of continuous top plates.
Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule.
i) See attached typical shearwall details.
j) Sheathing to be Structrual I Sheathing.
k) Values are for framing of H-F.
m) See plan for walls where seismic design shear is greater than 560 plf. 3x or 2x flat blkg at panel edges, Stagger nails. ! -
Where indicated on the plans 3x sills are required with A.B. spacing as per plan and schedule. See note C for plate washers req'd at A.B.
For walls with the larger sills, Anchor Bolt spacing may be increased by a factor of 1.25 from the table above due to thicker sills. -
HOLDOWN SCHEDULE
VARK Boundary Tension of DF Tension of HF Anchor Anchor
NUMBER HOLDOWI\ Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour
1 HDU2-SDS2.5 OR
PHD2-SDS3 (2)2x 3075 2215 SSTB14 SSTB2OL
2 HDU4-SDS2.5 OR (2)2x 4545 3270 SSTBI6L SSTB2OL
PHD5-SDS3
3 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28L 7/ E DI MIN
EMBED D INNTO TO CONC
A36 THREADED ROD
w/HEAVY SQ. NUT
AND BP7/8-2
BEARING PLATE
WASHER @ BOTT.
4 HDU11 -SDS2.5 (1)6x 9535 6865 1"DIA.x42°A36 1°DIA.x42"A36
THREADED ROD w/ THREADED ROD w/
8 HHDQ14-SDS2.5 (1)6x 13710 10745 HEAVY SQ. NUT AND HEAVY SQ. NUT AND
WASHER @ BOT. WASHER @ BOT.
PROVIDE 24"EMBED PROVIDE 24"EMBED
INTO CONT FTG. INTO CONT FTG.
5 VSTC28 (2)2x 3000 2590 N/A N/A
6 MSTC40 (2)2x 4335 3745 N/A N/A
7 MSTC66 (2)2x 5660 5660 N/A N/A
Notes:
1 . Install all holdowns per manufactureer specificaiton per latest Simpson Strong Tie catalog.
2. Match studs on schedule for walls below on all wall to wall holdowns.
3. (Multiple)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered.
4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations.
5. Refer to Simpson catalog for minimum embed of anchors into concrete.
r
Page 1
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 07/09/15 10:30:34 r
WARNING f ECEI\JED
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY AUG 2 6 2015
*** WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO C1-�Y C; ;, �R
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN n'
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, BUILDING DIVISION
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY: STONE BRIDGE HOMES NW, LLC
JOB ID: 1850 BEAM A
STATE: OR CODE: IBC
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 8.000' 0.000' TOP L/360 L/240
ROOF 30 15 35.250' 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 6031 18275 4996 0.294 0.537
ALLOWABLE 6031 18187 7897 0.410 0.615
STRESS INDICES 1.00 1.00 0.63 L/502 L/275
LOAD CASE 4 4 4 4 4
**** 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" 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.
NOTES
*** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS.
STRUCTURAL GEOMETRY
SPAN 1
12.500'
TOTAL SPAN: 12.50 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
+ALL 1 UNIF DEAD ROOF TOP 264.4 PLF 0.000 12.500
+ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 12.500
+ALL 1 UNIF DEAD FLOOR TOP 60.0 PLF 0.000 12.500
+ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 12.500
+1 1 UNIF LIVE ROOF TOP 396.6 PLF 0.000 12.500
+1 1 UNIF LIVE FLOOR TOP 120.0 PLF 0.000 12.500
t
r ,1
' 1
Page 2 t
+2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 12.500
+2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 12.500
+3 1 UNIF LIVE FLOOR TOP 160.0 PLF 0.000 12.500
+4 1 UNIF LIVE ROOF TOP 528.8 PLF 0.000 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 18044 4933 1.00
2 8262 2265 0.90
3 11292 3091 1.00
4 18275 4996 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 5955 5955
2 2727 2727
3 3727 3727
4 6031 6031
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 2727 2727
2 2727 2727
3 2727 2727
4 2727 2727
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 3229 3229
2 0 0
3 1000 1000
4 3305 3305
MINIMUM BEARING SIZES (IN)
BRG# 1 BRG# 2
2.298 2.298
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.288 0.410 L/514 0.531 0.615 L/278
2 1 0.000 0.410 0.243 0.615 L/608 0.243 0.364
3 1 0.089 0.410 L/1658 0.332 0.615 L/445
4 1 0.294 0.410 L/502 0.537 0.615 L/275
**** 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 0.99 0.62
2 0.50 0.32
3 0.62 0.39
4 1.00 0.63
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
o
r w I
Page 3
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.
1 1
1 1 ' I
•
} ✓ ,
Page 1 •
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 07/09/15 10:31:21
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: 1850 BEAM B
STATE: OR CODE: IBC
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 2.000' 0.000' SIDE L/360 L/240
ROOF 30 15 2.000' 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 826 1704 678 0.006 0.023
ALLOWABLE 3938 18187 7897 0.279 0.419
STRESS INDICES 0.21 0.09 0.09 L/16040 L/4332
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" 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: 55 PLF LDF: 1.00
NOTES
*** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT.
STRUCTURAL GEOMETRY
SPAN 1
8.500'
TOTAL SPAN: 8.50 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
+ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 8.500
+ALL 1 UNIF DEAD ROOF TOP 15.0 PLF 0.000 8.500
+ALL 1 *UNIF DEAD FLOOR SIDE 15.0 PLF 0.000 8.500
+ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 8.500
ws
r
Page 2
+1 1 *UNIF LIVE FLOOR SIDE 30.0 PLF 0.000 8.500
+1 1 UNIF LIVE ROOF TOP 22.5 PLF 0.000 8.500
+2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 8.500
+2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 8.500
+3 1 *UNIF LIVE FLOOR SIDE 40.0 PLF 0.000 8.500
+4 1 UNIF LIVE ROOF TOP 30.0 PLF 0.000 8.500
* 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 1704 678 1.00
2 1244 480 0.90
3 1595 648 1.00
4 1507 576 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 826 826
2 603 603
3 773 773
4 731 731
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 603 603
2 603 603
3 603 603
4 603 603
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 223 223
2 0 0
3 170 170
4 128 128
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 0.006 0.279 L/16040 0.023 0.419 L/4332
2 1 0.000 0.279 0.017 0.419 L/5935 0.017 0.025
3 1 0.005 0.279 L/21053 0.022 0.419 L/4630
4 1 0.004 0.279 L/28070 0.021 0.419 L/4899
**** 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 0.09 0.09
2 0.08 0.07
3 0.09 0.08
4 0.08 0.07
4
E •
♦ a •
Page 3 4
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 2 '
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 07/09/15 10:36:40
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: 1850 BEAM C
STATE: OR CODE: IBC
PRODUCT: 1-PLY 7" X 11-7/8" LP LVL 2900Fb-2.0E
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' 0.000' SIDE L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 6018 25260 5965 0.634 0.912
ALLOWABLE 7949 39805 15794 0.646 0.969
STRESS INDICES 0.76 0.63 0.38 L/367 L/255
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 OF COMPONENT.
STRUCTURAL GEOMETRY
SPAN 1
19.500'
TOTAL SPAN: 19.50 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING WI W2 XI (FT) X2 (FT)
ALL 1 UNIF DEAD FLOOR SIDE 120.0 PLF 0.000 7.000
ALL 1 UNIF DEAD FLOOR SIDE 68.2 PLF 0.000 13.000
ALL 1 UNIF DEAD FLOOR SIDE 60.0 PLF 7.000 19.500
ALL 1 UNIF DEAD FLOOR SIDE 53.2 PLF 13.000 19.500
+ALL 1 UNIF WEIGHT BEAM 23.8 PLF 0.000 19.500
1 1 UNIF LIVE FLOOR SIDE 320.0 PLF 0.000 7.000
1 1 UNIF LIVE FLOOR SIDE 181.8 PLF 0.000 13.000
1 1 UNIF LIVE FLOOR SIDE 160.0 PLF 7.000 19.500
1 1 UNIF LIVE FLOOR SIDE 141.8 PLF 13.000 19.500
2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 7.000
2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 13.000
2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 7.000 19.500
2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 13.000 19.500
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 25260 5965 1.00
2 7699 1794 0.90
4
Page 2
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 6018 4793
2 1810 1476
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 1810 1476
2 1810 1476
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 4208 3317
2 0 0
MINIMUM BEARING SIZES (IN)
BRG# 1 BRG# 2
1.514 1.500
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.634 0.646 L/367 0.912 0.969 L/255
2 1 0.000 0.646 0.278 0.969 L/836 0.278 0.417
**** 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 0.38
2 0.21 0.13
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 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
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 07/09/15 10:40:11
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: 1850 BEAM D
STATE: OR CODE: IBC
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 15 NO 14.000' 8.500' TOP L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 2050 3204 1398 0.018 0.025
ALLOWABLE 3938 18187 7897 0.212 0.319
STRESS INDICES 0.52 0.18 0.18 L/4243 L/3028
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" 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.
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 X1 (FT) X2 (FT)
+ALL 1 UNIF DEAD FLOOR TOP 168.8 PLF 0.000 6.500
+ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 6.500
+1 1 UNIF LIVE FLOOR TOP 450.0 PLF 0.000 6.500
+2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 6.500
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
Page 2
1 3204 1398 1.00
2 918 409 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 2050 2050
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 1463 1463
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 0.018 0.212 L/4243 0.025 0.319 L/3028
2 1 0.000 0.212 0.007 0.319 L/10570 0.007 0.011
**** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 ****
**** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. ****
**** ALLOWABLE DEFLECTIONS ARE BASED ON TIIE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
STRESS INDICES CASE MSI VSI
1 0.18 0.18
2 0.06 0.06
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.
•
4
u •
Page 1
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 07/09/15 10:42:01
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: 1850 BEAM E
STATE: OR CODE: IBC
PRODUCT: 3-PLY 1-3/4" X 16" 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 10.000' 9.000' SIDE L/360 L/240
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 6304 30304 6136 0.566 0.872
ALLOWABLE 6891 42280 22960 0.679 1.019
STRESS INDICES 0.91 0.72 0.27 L/432 L/280
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 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.
***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN
MAX. LOAD: 275 PLF LDF: 1.00
NOTES
*** COMPRESSION EDGE BRACING REQUIRED AT 47" O.C. OR LESS.
STRUCTURAL GEOMETRY
SPAN 1
20.500'
TOTAL SPAN: 20.50 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
+ALL 1 *UNIF DEAD FLOOR SIDE 142.5 PLF 0.000 20.500
ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 8.500
+ALL 1 UNIF WEIGHT BEAM 26.8 PLF 0.000 20.500
+1 1 *UNIF LIVE FLOOR SIDE 380.0 PLF 0.000 20.500
Page 2 + a
+2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 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
1 30304 6136 1.00
2 10657 2265 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 6304 5807
2 2409 1912
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 2409 1912
2 2409 1912
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 3895 3895
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 0.566 0.679 L/432 0.872 1.019 L/280
2 1 0.000 0.679 0.306 1.019 L/799 0.306 0.459
**** 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 0.72 0.27
2 0.28 0.11
SLENDERNESS RATIO = 3.05 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.
V
Page
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 07/09/15 10:44:53
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: 1850 BEAM F
STATE: OR CODE: IBC
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 SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL
FLOOR 40 15 NO 0.000' 9.500' SIDE L/360 L/240
ROOF 30 15 4.000' 35.250' 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 11084 55515 9656 0.461 0.847
ALLOWABLE 11084 59083 17955 0.676 1.013
STRESS INDICES 1.00 0.94 0.54 L/527 L/287
LOAD CASE 4 4 1 4 4
**** 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 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.
***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN
MAX. LOAD: 261 PLF LDF: 1.00
NOTES
*** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS.
STRUCTURAL GEOMETRY
SPAN 1
20.500'
TOTAL SPAN: 20.50 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
+ALL 1 UNIF DEAD ROOF TOP 294.4 PLF 0.000 20.500
+ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 20.500
+ALL 1 *UNIF DEAD FLOOR SIDE 71.3 PLF 0.000 20.500
n . 1
I •
I d
Page 2 •
+ALL 1 UNIF WEIGHT BEAM 27.0 PLF 0.000 20.500
+1 1 UNIF LIVE ROOF TOP 441.6 PLF 0.000 20.500
+1 1 *UNIF LIVE FLOOR SIDE 142.5 PLF 0.000 20.500
+2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 20.500
+2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 20.500
+3 1 *UNIF LIVE FLOOR SIDE 190.0 PLF 0.000 20.500
+4 1 UNIF LIVE ROOF TOP 588.8 PLF 0.000 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
1 55275 9656 1.00
2 25291 4400 0.90
3 35045 6326 1.00
4 55515 9483 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 11036 11036
2 5050 5050
3 6997 6997
4 11084 11084
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 5050 5050
2 5050 5050
3 5050 5050
4 5050 5050
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 5987 5987
2 0 0
3 1947 1948
4 6035 6035
MINIMUM BEARING SIZES (IN)
BRG# 1 BRG# 2
2.815 2.815
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.457 0.676 L/532 0.843 1.013 L/288
2 1 0.000 0.676 0.386 1.013 L/630 0.386 0.579
3 1 0.149 0.676 L/1634 0.535 1.013 L/455
4 1 0.461 0.676 L/527 0.847 1.013 L/287
**** 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 0.94 0.54
2 0.48 0.27
3 0.59 0.35
4 0.94 0.53
o
•
•
Page 3
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 •
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 07/09/15 09:44:41
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: 1850 BEAM H1
STATE: OR CODE: IBC
PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LSL 1.55E
DESIGN CRITERIA FOR ROOF BEAM (UNFACTORED LOADS)
LIVE DEAD SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) CARRIED CARRIED SLOPE LOADING LIVE TOTAL
30 15 0.000' 0.000' 0.00 TOP L/240 L/180
SPAN CARRIED IS NOT CONTINUOUS.
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 5266 6859 4962 0.038 0.058
ALLOWABLE 8275 10705 9088 0.164 0.218
STRESS INDICES 0.64 0.64 0.55 L/1025 L/682
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" 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.
*** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES.
ADDITIONAL FASTENERS MAY BE REQUIRED.
NOTES
*** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT.
*** THIS LSL 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
SPAN 1
3.500'
TOTAL SPAN: 3.50 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
ALL 1 UNIF DEAD ROOF TOP 146.7 PLF 0.000 1.500
+ALL 1 UNIF WEIGHT BEAM 10.6 PLF 0.000 3.500
•
• OA
•
Page
ALL 1 CONC DEAD ROOF TOP 2758.3 LBS 1.500
1 1 UNIF LIVE ROOF TOP 293.3 PLF 0.000 1.500
1 1 CONC LIVE ROOF TOP 5516.7 LBS 1.500
2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 1.500
2 1 CONC LIVE ROOF TOP 0.0 LBS 1.500
3 1 UNIF LIVE ROOF TOP 48.0 PLF 0.225 2.725
4 1 UNIF LIVE ROOF TOP 48.0 PLF 0.775 3.274
5 1 UNIF LIVE ROOF TOP 48.0 PLF 0.238 2.737
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 6859 4962 1.00
2 2296 1665 0.90
3 2354 1736 1.00
4 2352 1715 1.00
5 2354 1735 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 5266 3706
2 1768 1248
3 1837 1298
4 1818 1317
5 1837 1299
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 1768 1248
2 1768 1248
3 1768 1248
4 1768 1248
5 1768 1248
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 3498 2459
2 0 0
3 69 51
4 51 69
5 69 51
MINIMUM BEARING SIZES (IN)
BRG# 1 BRG# 2
2.702 2.702
CONCENTRATED LOADS
SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN)
1 DEAD 2758.3 1.500 3.000
1 LIVE 5516.7 1.500 3.000
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.038 0.164 L/1025 0.058 0.218 L/682
2 1 0.000 0.164 0.019 0.218 L/2036 0.019 0.029
3 1 0.001 0.164 L/71117 0.020 0.218 L/1980
4 1 0.001 0.164 L/71117 0.020 0.218 L/1981
I I ,
Page 3
5 1 0.001 0.164 L/70913 0.020 0.218 L/1980
**** 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 0.64 0.55
2 0.24 0.20
3 0.22 0.19
4 0.22 0.19
5 0.22 0.19
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 LSL, OR LPI-JOISTS
IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.
1
Page 1 N:\JOBS Stone Bridge\1850\1850 Beams\1850 BEAM H2.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 07/09/15 11:11:43
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: 1850 BEAM H2
STATE: OR CODE: IBC
PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LSL 1.55E
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 15.500' 0.000' TOP L/360 L/240
ROOF 30 15 35.250' 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 3641 5691 2692 0.075 0.133
ALLOWABLE 4594 10705 9088 0.212 0.319
STRESS INDICES 0.79 0.53 0.30 L/1025 L/576
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" 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.
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 X1 (FT) X2 (FT)
+ALL 1 UNIF DEAD ROOF TOP 264.4 PLF 0.000 6.500
+ALL 1 UNIF DEAD FLOOR TOP 116.3 PLF 0.000 6.500
+ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 6.500
+ALL 1 UNIF WEIGHT BEAM 10.6 PLF 0.000 6.500
+1 1 UNIF LIVE ROOF TOP 396.6 PLF 0.000 6.500
+1 1 UNIF LIVE FLOOR TOP 232.5 PLF 0.000 6.500
I p'
Page 2 1850 BEAM H2.dsn
+2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 6.500
+2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 6.500
+3 1 UNIF LIVE FLOOR TOP 310.0 PLF 0.000 6.500
+4 1 UNIF LIVE ROOF TOP 528.8 PLF 0.000 6.500
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 5691 2692 1.00
2 2496 1185 0.90
3 4070 1928 1.00
4 5182 2452 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 3641 3641
2 1597 1597
3 2604 2604
4 3315 3315
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 1597 1597
2 1597 1597
3 1597 1597
4 1597 1597
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 2044 2044
2 0 0
3 1008 1008
4 1718 1718
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 0.075 0.212 L/1025 0.133 0.319 L/576
2 1 0.000 0.212 0.058 0.319 L/1313 0.058 0.087
3 1 0.037 0.212 L/2080 0.095 0.319 L/805
4 1 0.063 0.212 L/1220 0.121 0.319 L/632
**** 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 0.53 0.30
2 0.26 0.14
3 0.38 0.21
4 0.48 0.27
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
.
•
Page 3 1850 BEAM H2.dsn •
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.
•• M
I I
•
Page 1 '
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 07/09/15 10:55:00
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: 1850 BEAM H3
STATE: OR CODE: IBC
PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LSL 1.55E
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 15.500' 0.000' TOP L/360 L/240
ROOF 30 15 35.250' 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 4761 9812 3810 0.204 0.363
ALLOWABLE 4761 10705 9088 0.279 0.419
STRESS INDICES 1.00 0.92 0.42 L/492 L/277
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" 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.
NOTES
*** COMPRESSION EDGE BRACING REQUIRED AT 42" O.C. OR LESS.
STRUCTURAL GEOMETRY
SPAN 1
8.500'
TOTAL SPAN: 8.50 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 X1 (FT) X2 (FT)
+ALL 1 UNIF DEAD ROOF TOP 264.4 PLF 0.000 8.500
+ALL 1 UNIF DEAD FLOOR TOP 116.3 PLF 0.000 8.500
+ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 8.500
+ALL 1 UNIF WEIGHT BEAM 10.6 PLF 0.000 8.500
+1 1 UNIF LIVE ROOF TOP 396.6 PLF 0.000 8.500
+1 1 UNIF LIVE FLOOR TOP 232.5 PLF 0.000 8.500
■
•
o
•
•
Page 2
+2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 8.500
+2 1 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 1 UNIF LIVE ROOF TOP 528.8 PLF 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 9812 3810 1.00
2 4302 1675 0.90
3 7017 2727 1.00
4 8933 3470 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 4761 4761
2 2088 2088
3 3405 3405
4 4335 4335
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 2088 2088
2 2088 2088
3 2088 2088
4 2088 2088
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 2674 2674
2 0 0
3 1318 1318
4 2247 2247
MINIMUM BEARING SIZES (IN)
BRG# 1 BRG# 2
1.555 1.555
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.204 0.279 L/492 0.363 0.419 L/277
2 1 0.000 0.279 0.159 0.419 L/631 0.159 0.239
3 1 0.101 0.279 L/999 0.260 0.419 L/387
4 1 0.171 0.279 L/586 0.331 0.419 L/304
**** 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 0.92 0.42
2 0.45 0.20
3 0.66 0.30
4 0.83 0.38
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
, I
Page 3 1 •
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.