Specifications /14 / `U 1. ^0007 ? 41.3
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Michael K. Brown, S.E. ZV i1
5346 E. Branchwood Dr., Boise, ID 83716 ,w#
208-850-7542
Mikebrown.se@gmail.com
LATERAL STRUCTURAL DESIGN
CALCULATIONS
FOR
LOT 105, ARLINGTON HEIGHTS
TIGARD, OR
ENGR. JOB # DM11-045
Mr"
404
Prepared for:
StoneBridge Homes, NW, LLC
Plan #: 246
OTE: 1476
Date: 04-19-2011
The following calculations are for 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.shall have no liability (expressed, or implied),with respect to the means
and methods of construction workmanship or materials.
Michael K. Brown,S.E.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
A
I I
Michael K. Brown, S.E.
5346 E. Branchwood Dr.
Boise,ID 83716
208-850-7542
mikebrown.se@gmail.com
Job Name: Lot 105, Arlington Heights,Tigard, OR By: MKB
Core Job Number: DM11-045 Date: April, 2011
Code Basis of Design: Latest Adopted Version of O.S.S.C. and O.R.S.C.
Wind Loading: Either ASCE 7 or O.S.S.0 projected area method allowed.
ASCE 7 used.
Wind: 100 MPH 3 second gust, Exposure B, 14:12 Pitch roof Side to Side
and 7:12 Pitch Front to Back. Per ASCE 7 Figure 6-2:
Front to Back:
Zone A: 19.9 PSF
Zone B: 3.2
Zone C: 14.4
Zone D: 3.3
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: 17.8 PSF
Zone B: 12.2
Zone C: 14.2
Zone D: 9.8
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 = 60 feet
Therefore, use a = 6 feet
Upper Floor:
Front to Back:
Average force on projected wall = (total force at zone A +total force at zone C)/overall length:
= 15.5 PSF
Average force on projected roof = (total force at zone B + total force at zone D)overall length:
3.28 PSF
Wall Plate Height = 8 feet
Projected Average Roof Height = 7.5 feet
Total Wind Force at Upper Level = 3464 #, or 87 PLF
r r
Michael K. Brown,S.E.
5346 E. Branchwood Dr.
Boise,ID 83716
208-850-7542
mikebrown.se@gmail.com
Job Name: Lot 105, Arlington Heights, Tigard, OR By: MKB
Core Job Number: DM11-045 Date: April, 2011
Side to Side:
Horizontal Dimension = 60 Feet
Average force on projected wall = 14.9 PSF
Average force on projected roof = 10.28 PSF
Projected Average Roof height = 5 Feet
Total Wind Force at Upper Level = 6665 #, or 111 PLF
Main Level:
Plate height = 9 Feet
Front to Back:
Average force on projected wall = 15.5 PSF
Projected Length = 40 Feet
Total Wind force at Main Level = 5890 #, or 147 PLF
Total Wind force Upper and Main = 9354 #
Side to Side:
Averag force on projected wall = 14.9 PSF
Projected Length = 60 Feet
Total Wind force at Main Level = 8504 #, or 142 PLF
Total overall side to side wind force = 15169 Pounds
Seismic Loading: D1 seismic design category per O.R.S.0
SIDS= .83, R = 6.5, W = weight of structure
V = [1.2 SIDS/(R x 1.4)] W
V = .110W
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 = 60 Feet
Tributary Floor Length = 60 Feet
Equiv. Trib Int wall Length = 40 Feet
Trib. Ext upper wall Height = 4 Feet
Trib. Ext lower wall Height = 4.5 Feet
Michael K. Brown,S.E.
5346 E. Branchwood Dr.
Boise,ID 83716
208-850-7542
mikebrown.se@gmail.com
Job Name: Lot 105, Arlington Heights, Tigard, OR By: MKB
Core Job Number: DM11-045 Date: April, 2011
Wroof = 117.48 plf > 87 PLF, therefore wind Gov.
Wfloor = 118.47 plf < 147 PLF, therefore wind Gov
Total Seismic Load = 7068.6 Pounds < 9354 Therefore Wind Gov. overall
Seismic Side to Side:
Tributary Roof Length = 40 Feet
Tributary Floor Length = 20 Feet
Equiv. Trib Int wall Length = 20 Feet
Trib. Ext upper wall Height = 4 Feet
Trib. Ext lower wall Height = 4.5 Feet
Wroof = 102.96 plf < 111 plf, therefore Wind Gov
Wfloor = 75.24 plf < 142 PLF, therefore Wind Gov
Total Seismic Force = 10692 Pounds, < 15169 Pounds, therefore wind gov. overall
Redundancy factor = 1.0 per ASCE 7, section 12.3.4.2
Roof Level Wall Lines:
Line B/B.1:
P = 117 * 10 ft = 1175 #
Total Shear Wall Length = 19 Feet
V=P/L = 62 PLF Use A wall
Wall Height = 8 Feet Trib Roof Area = 2 Feet
Shortest Wall Length 19 Feet Trib Floor Area = 0 Feet
Mot = 9398 LB FT Factored Dead Load 76 PLF
Mr = 13646 LB FT
T = -224 LB No Uplift
Line C:
P = 117 * 10 ft = 1175 #
Total Shear Wall Length = 16 Feet
V=P/L = 73 PLF Use A wall
Wall Height = 8 Feet Trib Roof Area = 2 Feet
Shortest Wall Length 16 Feet Trib Floor Area = 0 Feet
Mot = 9398 LB FT Factored Dead Load 76 PLF
Mr = 9677 LB FT
T = -17 LB No Uplift
Michael K. Brown, S.E.
5346 E. Branchwood Dr.
Boise,ID 83716
208-850-7542
mikebrown.se@gmail.com
Job Name: Lot 105, Arlington Heights,Tigard, OR By: MKB
Core Job Number: DM11-045 Date: April, 2011
Line 1:
P = 111 * 29 ft = 3221 #
Total Shear Wall Length = 9 Feet
V=P/L = 358 PLF Use B wall
Wall Height = 8 Feet Trib Roof Area = 30 Feet
Shortest Wall Length 4.5 Feet Trib Floor Area = 0 Feet
Mot = 12885 LB FT Factored Dead Load 328 PLF
Mr = 3317 LB FT
T = 2126 LB Use Type 5 HD
Line 3:
P = 111 * 29 ft = 3221 #
Total Shear Wall Length = 5.5 Feet
V=P/L = 586 PLF Use D wall
Wall Height = 8 Feet Trib Roof Area = 30
Shortest Wall Length 2.75 Feet Trib Floor Area = 0
Mot = 12885 LB FT Factored Dead Load 328 PLF
Mr = 1239 LB FT
T = 4235 LB Use Type 7 Hold-Down
Main Level:
Front to Back:
Line A:
P = 147 * 12 ft + 0 = 1767 #
Total Shear Wall Length = 24 Feet
V=P/L = 74 PLF Use A wall
Wall Height = 9 Feet Trib Roof Area = 2 Feet
Shortest Wall Length 24 Feet Trib Floor Area = 0 Feet
Mot = 15903 LB FT Factored Dead Load : 83 PLF
Mr = 23846 LB FT
T = -331 LB No Uplift
Line B/B.1:
P = 147 * 20 ft + 866 = 3811 #
Total Shear Wall Length = 22.5 Feet
V=P/L = 169 PLF Use A wall
•
Michael K. Brown,S.E.
5346 E. Branchwood Dr.
Boise,ID 83716
208-850-7542
mikebrown.se@gmail.com
Job Name: Lot 105, Arlington Heights,Tigard, OR By: MKB
Core Job Number: DM11-045 Date: April, 2011
Wall Height = 9 Feet Trib Roof Area = 2 Feet
Shortest Wall Length 22.5 Feet Trib Floor Area = 2 Feet
Mot = 34299 LB FT Factored Dead Load 97 PLF
Mr= 24604 LB FT
T = 431 LB No Uplift
Line C:
P = 147 * 10 ft + 866 = 2338.5 #
Total Shear Wall Length = 24 Feet
V=P/L = 97 PLF Use A wall
Wall Height = 9 Feet Trib Roof Area = 2 Feet
Shortest Wall Length 24 Feet Trib Floor Area = 2 Feet
Mot = 21047 LB FT Factored Dead Load 97 PLF
Mr = 27994 LB FT
T = -289 LB No Uplift
Side to Side:
Line 1:
P = 142 * 18 ft + 3221 = 5773 #
Total Shear Wall Length = 16 Feet
V=P/L = 361 PLF Use B wall
Wall Height = 9 Feet Trib Roof Area = 28 Feet
Shortest Wall Length 5.5 Feet Trib Floor Area = 8 Feet
Mot = 17859 LB FT Factored Dead Load 374 PLF
Mr = 5663 LB FT
T = 2218 LB Use HD Type 1
Line 2
P = 142 * 30 ft + 0 = 4252 #
Total Shear Wall Length = 17 Feet
V=P/L = 250 PLF Use B wall
Wall Height = 9 Feet Trib Roof Area = 0 Feet
Shortest Wall Length 5 Feet Trib Floor Area = 13 Feet
Mot = 11256 LB FT Factored Dead Load 158 PLF
Mr = 1980 LB FT
T = 1855 LB Use HD Type 1
" t i
Michael K. Brown, S.E.
5346 E. Branchwood Dr.
Boise,ID 83716
208-850-7542
mikebrown.se@gmail.com
Job Name: Lot 105, Arlington Heights,Tigard, OR By: MKB
Core Job Number: DM11-045 Date: April, 2011
Line 3.1/3
P = 142 * 12 ft + 3221 = 4922 #
Total Shear Wall Length = 10 Feet
V=P/L = 492 PLF Use D wall
Wall Height = 9 Feet Trib Roof Area = 4 Feet
Shortest Wall Length 2.5 Feet Trib Floor Area = 0 Feet
Mot = 11075 LB FT Factored Dead Load 101 PLF
Mr = 315 LB FT
T = 4304 LB Use HD Type 3
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• 2 6 r,p.2 .9,,, 2E1.
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 1-76" OSB (1) SIDE 8d 6" 12" 2" Dia. A.B. @ 42"o/c 16d @ 6" o/c A35 @ 18" o/c 237
B16" OSB (1) SIDE (f) 8d 4" 12" 2"Dia. A.B. @ 24" o/c (m) 16d @ 4" o/c A35 @ 14" o/c 367
C OSB (1) SIDE (e,f) 8d 3" 12" 2"Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c A35 @ 11" o/c 470
16
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 623
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 474
F 6" 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 735
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 939
H16" 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 1246
Notes:
a) C-D, D-C Sheathing, plywood panel siding and other grades covered in UBC Standard 23-2. All wall construction to conform to OSSC Table 2306.4.1.
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"x1/4" plate washers req'd at all shear wall A.B.
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 350 plf (ASD). 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
MARK Boundary Tension of DF Tension of HF Anchor Anchor
NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour
1 HDU2-SDS2.5 OR (2)2x 3075 2215 SSTB14 SSTB2OL
PHD2-SDS3
HDU4-SDS2.5 OR
2 (2)2x 4545 3270 SSTB16L SSTB2OL
PHDS-SDS3
3 HDU8-SDS2.5 (3)2x 7870 5665SSTB28L 7/8"DIA.x24"MIN
EMBED INTO 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 ANDHEAVY SQ. NUT AND
WASHER @ BOT. WASHER @ BOT.
PROVIDE 24"EMBEDPROVIDE 24"EMBED
INTO CONT FTG. INTO CONT FTG.
5 MSTC28 (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.
I 1
Y 1
Page 1 N:\JOBS Stone Bridge\1476\246 Beams\246 BEAM A.dsn "4�c
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2010.4 05/04/11 12:57:08 ,?,
WARNING MAY 0 '
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
,'v a( e 1
*** WOOD-E DESIGN 2010.4 EXPIRES ON 3/31/2012. 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: 246 FLOOR BEAM A
STATE: OR CODE: IRC
PRODUCT: 3-PLY 1-3/4" X 11-7/8" LP LVL 2650Fb-1.9E
DESIGN CRITERIA FOR FLOOR JOIST (UNFACTORED LOADS)
LIVE DEAD SAFE LOAD ALLOWABLE ALLOWABLE
(PSF) (PSF) LOAD SPACING SHARING SHEATHING LL DEFLECT TL DEFLECT
40 15 NO 16.0 0% NO ACTION L/360 L/240
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL 2314 13007 2234 0.323 0.727
ALLOWABLE 9844 27280 11845 0.694 1.041
STRESS INDICES 0.235 0.477 0.189 L/774 L/344
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
***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.
*** CONTACT HANGER MANUFACTURER TO VERIFY ABILITY OF HANGER TO DISTRIBUTE LOAD
*** CONCENTRATED SIDE LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES.
THIS CONNECTION AND RESTRAINT OF THE TORSION INDUCED BY THE SIDE
LOAD ON THE MEMBER ARE THE RESPONSIBILITY OF THE PROJECT DESIGNER.
*** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT.
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 WALL TOP 100.0 PLF 0.000 15.000
+ALL 1 UNIF DEAD FLOOR TOP 20.0 PLF 0.000 21.000
+ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 21.000
•
•
•
•
Page 2 246 BEAM A.dsn
ALL 1 *CONC DEAD FLOOR SIDE 337.4 LBS 15.000
+1 1 UNIF LIVE FLOOR TOP 53.3 PLF 0.000 21.000
1 1 *CONC LIVE FLOOR SIDE 899. 6 LBS 15.000
+2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 21.000
2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 15.000
* INDICATES SIDE LOAD.
+ INDICATES LOAD IS BASED ON SPACING AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 13007 2234 1.00
2 7274 1269 0.90
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 2213 2314
2 1396 1112
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 1396 1112
2 1396 1112
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 817 1203
2 0 0
MAXIMUM UNFACTORED SUPPORT REACTIONS (PLF) USE THESE VALUES WHEN TRANSFERRING LOADS
BRG#1: 1659 BRG#2: 1736
MINIMUM BEARING SIZES (IN)
BRG# 1 BRG# 2
1.750 2.500
CONCENTRATED LOADS
SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN)
1 DEAD 337.4 15.000 2.500
1 LIVE 899.6 15.000 2.500
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.323 0.694 L/774 0.727 1.041 L/344
2 1 0.000 0.694 0.405 1.041 L/616 0.405 0.608
**** 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 0.477 0.189
2 0.296 0.119
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
Page 3 246 BEAM A.dsn
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\1476\246 Beams\246 BEAM B.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2010.4 05/04/11 12:58:02
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2010.4 EXPIRES ON 3/31/2012. 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: 246 FLOOR BEAM B
STATE: OR CODE: IRC
PRODUCT: 1-PLY 7" X 16" 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' 0.000' SIDE L/360 L/240
ROOF 30 15 2.000' 0.000' SIDE
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 14672 59451 12547 0.567 0.975
ALLOWABLE 57750 70466 21653 0.669 1.004
STRESS INDICES 0.254 0.844 0.579 L/425 L/247
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
21.000'
TOTAL SPAN: 21.00 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING WI W2 X1 (FT) X2 (FT)
ALL 1 UNIF DEAD ROOF TOP 435.0 PLF 0.000 6.500
ALL 1 UNIF DEAD ROOF TOP 435.0 PLF 14.500 21.000
ALL 1 UNIF DEAD WALL TOP 100.0 PLF 4.000 17.000
+ALL 1 UNIF WEIGHT BEAM 32.0 PLF 0.000 21.000
+ALL 1 UNIF DEAD ROOF SIDE 15.0 PLF 0.000 21.000
ALL 1 CONC DEAD FLOOR SIDE 1470.8 LBS 6.500
ALL 1 CONC DEAD FLOOR SIDE 1470.8 LBS 14.500
ALL 1 CONC DEAD FLOOR SIDE 603.5 LBS 4.000
ALL 1 CONC DEAD FLOOR SIDE 603.5 LBS 17.000
1 1 UNIF LIVE ROOF TOP 652.5 PLF 0.000 6.500
1 1 UNIF LIVE ROOF TOP 652.5 PLF 14.500 21.000
+1 1 UNIF LIVE ROOF SIDE 22.5 PLF 0.000 21.000
1 1 CONC LIVE FLOOR SIDE 2941.6 LBS 6.500
1 1 CONC LIVE FLOOR SIDE 2941.6 LBS 14.500
1 1 CONC LIVE FLOOR SIDE 1207.1 LBS 17.000
1 1 CONC LIVE FLOOR SIDE 1207.1 LBS 4.000
•
•
Page 2 246 BEAM B.dsn
2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 6.500
2 1 UNIF LIVE ROOF TOP 0.0 PLF 14.500 21.000
+2 1 UNIF LIVE ROOF SIDE 0.0 PLF 0.000 21.000
2 1 CONC LIVE FLOOR SIDE 0.0 LBS 6.500
2 1 CONC LIVE FLOOR SIDE 0.0 LBS 14.500
2 1 CONC LIVE FLOOR SIDE 0.0 LBS 4.000
2 1 CONC LIVE FLOOR SIDE 0.0 LBS 17.000
3 1 CONC LIVE FLOOR SIDE 3922.2 LBS 6.500
3 1 CONC LIVE FLOOR SIDE 3922.2 LBS 14.500
3 1 CONC LIVE FLOOR SIDE 1609.5 LBS 17.000
3 1 CONC LIVE FLOOR SIDE 1609.5 LBS 4.000
4 1 UNIF LIVE ROOF TOP 870.0 PLF 0.000 6.500
4 1 UNIF LIVE ROOF TOP 870.0 PLF 14.500 21.000
+4 1 UNIF LIVE ROOF SIDE 30.0 PLF 0.000 21.000
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 59451 12547 1.00
2 25180 5187 0.90
3 54577 10719 1.00
4 41486 9469 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 14672 14672
2 6046 6046
3 11577 11577
4 12016 12016
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 6046 6046
2 6046 6046
3 6046 6046
4 6046 6046
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 8626 8626
2 0 0
3 5532 5532
4 5970 5970
MINIMUM BEARING SIZES (IN)
BRG# 1 BRG# 2
11.000 11.000
CONCENTRATED LOADS
SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN)
1 DEAD 1470.8 6.500 2.500
1 DEAD 1470.8 14.500 2.500
1 DEAD 603.5 4.000 2.500
1 DEAD 603.5 17.000 2.500
1 LIVE 3922.2 6.500 2.500
1 LIVE 3922.2 14.500 2.500
1 LIVE 1609.5 17.000 2.500
1 LIVE 1609.5 4.000 2.500
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
•
Page 3 246 BEAM B.dsn
CASE SPAN ACTUAL ALLOW. LI? ACTUAL ALLOW. LI? INSTANT LONG-TERM
1 1 0.567 0.669 L/425 0.975 1.004 L/247
2 1 0.000 0.669 0.408 1.004 L/590 0.408 0.612
3 1 0.480 0.669 L/502 0.888 1.004 L/271
4 1 0.276 0.669 L/872 0.684 1.004 L/352
**** 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 0.844 0.579
2 0.397 0.266
3 0.775 0.495
4 0.589 0.437
SLENDERNESS RATIO = 2.29 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\1476\246 Beams\BEAM 1.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2010.4 05/04/11 12:59:30
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2010.4 EXPIRES ON 3/31/2012. 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: 246 ROOF HDR.BEAM 1
STATE: OR CODE: IRC
PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 2650Fb-1.9E
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 57.500' 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 5539 10810 4284 0.180 0.272
ALLOWABLE 11156 11932 6318 0.407 0.543
STRESS INDICES 0.496 0.906 0.678 L/543 L/360
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.
*** THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED
LOAD ACTING OVER 2.5 X 2.5 FT (6.25 SQ FT)
STRUCTURAL GEOMETRY
SPAN 1
8.500'
TOTAL SPAN: 8.50 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 Xl (FT) X2 (FT)
+ALL 1 UNIF DEAD ROOF TOP 431.3 PLF 0.000 8.500
+ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 8.500
• 1 � 1
Page 2 BEAM 1.dsn
+1 1 UNIF LIVE ROOF TOP 862.5 PLF 0.000 8.500
+2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 8.500
3 1 UNIF LIVE ROOF TOP 120.0 PLF 0.354 2.854
4 1 UNIF LIVE ROOF TOP 120.0 PLF 5.646 8.145
5 1 UNIF LIVE ROOF TOP 120.0 PLF 3.000 5.500
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 10810 4284 1.00
2 3656 1454 0.90
3 3871 1701 1.00
4 3871 1701 1.00
5 4173 1604 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 5539 5539
2 1873 1873
3 2117 1930
4 1930 2117
5 2023 2023
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 1873 1873
2 1873 1873
3 1873 1873
4 1873 1873
5 1873 1873
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 3666 3666
2 0 0
3 243 57
4 57 243
5 150 150
MINIMUM BEARING SIZES (IN)
BRG# 1 BRG# 2
4.250 4.250
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. LI? INSTANT LONG-TERM
1 1 0.180 0.407 L/543 0.272 0.543 L/360
2 1 0.000 0.407 0.092 0.543 L/1063 0.092 0.138
3 1 0.006 0.407 L/16037 0.098 0.543 L/998
4 1 0.006 0.407 L/16037 0.098 0.543 L/998
5 1 0.012 0.407 L/8313 0.104 0.543 L/943
**** 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) .
. Page 3 BEAM 1.dsn
STRESS INDICES CASE MSI VSI
1 0.906 0.678
2 0.340 0.256
3 0.324 0.269
4 0.324 0.269
5 0.350 0.254
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.
•
'
Page 1 N:\JOBSStone Bridge\1476\246 Beams\BEAM 2.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2010.4 05/04/11 13:00:14
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2010.4 EXPIRES ON 3/31/2012. 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: 246 ROOF HDR. BEAM 2
STATE: OR CODE: IRC
PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 2650Fb-1.9E
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 2.000' 57.500' 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 5393 9852 4094 0.145 0.218
ALLOWABLE 11156 11932 6318 0.382 0.510
STRESS INDICES 0.483 0.826 0.648 L/635 L/420
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.
*** THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED
LOAD ACTING OVER 2.5 X 2.5 FT (6.25 SQ FT)
STRUCTURAL GEOMETRY
SPAN 1
8.000'
TOTAL SPAN: 8.00 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
+ALL 1 UNIF DEAD ROOF TOP 446.3 PLF 0.000 8.000
+ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 8.000
•
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+1 1 UNIF LIVE ROOF TOP 892.5 PLF 0.000 8.000
+2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 8.000
3 1 UNIF LIVE ROOF TOP 120.0 PLF 0.354 2.854
4 1 UNIF LIVE ROOF TOP 120.0 PLF 5.146 7.645
5 1 UNIF LIVE ROOF TOP 120.0 PLF 2.750 5.250
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF
1 9852 4094 1.00
2 3330 1389 0.90
3 3547 1633 1.00
4 3547 1633 1.00
5 3810 1539 1.00
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 5393 5393
2 1823 1823
3 2063 1883
4 1883 2063
5 1973 1973
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 1823 1823
2 1823 1823
3 1823 1823
4 1823 1823
5 1823 1823
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 3570 3570
2 0 0
3 240 60
4 60 240
5 150 150
MINIMUM BEARING SIZES (IN)
BRG# 1 BRG# 2
4.250 4.250
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.145 0.382 L/635 0.218 0.510 L/420
2 1 0.000 0.382 0.074 0.510 L/1243 0.074 0.111
3 1 0.005 0.382 L/17283 0.079 0.510 L/1161
4 1 0.005 0.382 L/17283 0.079 0.510 L/1161
5 1 0.010 0.382 L/9492 0.083 0.510 L/1099
**** 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) .
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STRESS INDICES CASE MSI VSI
1 0.826 0.648
2 0.310 0.244
3 0.297 0.258
4 0.297 0.258
5 0.319 0.244
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.