Specifications (6) M51- gal 7-000Lv
567 5� AiV\e-w°°°'L''
Voelker Engineering,
Inc.
1911 116th Avenue NE, Bellevue, WA 98004 425-451-4946
DR Horton Plan 3709
Heritage Crossing Lot 44 RECEIVEi .
Tigard, Oregon JAN 4 2017
OF TIGARD
Structural Calculations BUILDING DIV ION
November 7, 2016
JN 11066
Building Code: 2014 OSSC
Snow load: 25psf
Roof Dead load: 15psf
Floor Live load: 40psf
Floor Dead load: lOpsf
Wind: 120mph Exposure B
Seismic: Soil class D, Ss = 1.58
INDEX PAGES
Lateral analysis L1-25
Roof framing R1
Upper floor framing UF1-3
Main floor framing MF1
1% ,
C' ✓t/l Y 2
194 G'S (3.":"\/
EX PIKES:S: 6125/1`7
Voelker Engineering, Inc.
1911 116th Avenue NE, Bellevue, WA 98004 425-451-4946
DR Horton Plan 3709
Structural Calculations
April 7, 2015
JN 11066
Building Code: 2014 OSSC
Snow load: 25psf
Roof Dead load: 15psf
Floor Live load: 40psf
Floor Dead load: 10psf
Wind: 120mph Exposure B
Seismic: Soil class D, Ss = 1.58
INDEX PAGES
Lateral analysis LI-25
Roof framing RI
Upper floor framing UF1-3
Main floor framing MF1
Voelker Engineering, Inc. 04/07/15 Job 11066
1911 116th Avenue NE Page L1
Bellevue, WA 98004
DR Horton Plan 3709
Lateral Analysis of Wind forces (ASCE 7-10)
Design wind pressures and forces are determined per equations given in section 28.4-1
System Type Structure Type Equation
Main Wind-Force Low-Rise Buildings p : qh-[(GCpf)-(GCpi)]
Resisting System Gable Roof qh : at mean roof height h
GCpf : Figure 28.4-1
GCpi : Table 26.11-1
Velocity Pressure Calculations, qh
Velocity pressure qh is calculated in accordance with section 28.3.2.
qh =Velocity pressure @ mean roof height(h)
qh = Constant • Kh Kzt Kd V 2
qh =Velocity pressure @ height(h)
Where : Constant = Numerical constant
_
1/2 • [(Air density lb/cu ft )/( 32.2 ft/s2 )] •
[( mi/h )( 5280 ft/mi ) • (1 hr/3600 s )]2
0.00256
Mean Sea Level = 0.00 ft
Air Density @ MSL = 0.0765 lb/cu •
Category = II
Exposure Category = B (Urban areas)
Alpha = 7
Zg = 1,200.00 ft
Basic Wind Speed = 120.00 mph
Mean Roof Height = 33.00 ft
11066 ASCE7-10
Voelker Engineering, Inc. 04/07/15 Job 11066
1911 116th Avenue NE Page L2
Bellevue, WA 98004
DR Horton Plan 3709
Velocity Pressure Calculations, qz(Cont.)
Where : Kh = Velocity pressure coefficient @ height z
= 2.01.( Z/Zg)^(2/Alpha)for 15 ft<=Z<= Zg
= 2.01 • (15/Zg)A(2/Alpha)for Z< 15ft
= 0.7
Kzt = Topographic factor obtained from Fig. 6-4
= (1 + K1 - K2 • K3)2
Kzt @ h = 1
Kd = Wind directionality factor obtained from Table 6-4
= 0.85
qh = 22.56 (psf)
Internal Pressure Coefficient, GCpi, TABLE 26.11-1
Enclosure Classification GCpi+ GCPi- Ri GCpi+ GCPi-
Partially enclosed buildings 0.55 -0.55 1 0.55 -0.55
Roof Angle 26.4 degrees
External Pressure Coefficient-Load Case A
(psf) (psf) (psf)
1 0.55 22.56 0.55 -0.55 -0.01 24.8
2 -0.11 22.56 0.55 -0.55 -14.78 10.04
3 -0.45 22.56 0.55 -0.55 -22.5 2.31
4 -0.39 22.56 0.55 -0.55 -21.23 3.59
1E 0.73 22.56 0.55 -0.55 4.03 28.84
2E -0.2 22.56 0.55 -0.55 -16.9 7.92
3E -0.59 22.56 0.55 -0.55 -25.63 -0.81
4E -0.54 22.56 0.55 -0.55 -24.5 0.32
p+ uses GCpi+ p-uses GCpi-
11066 ASCE7-10
Voelker Engineering, Inc. 04/07/15 Job 11066
1911 116th Avenue NE Page L3
Bellevue, WA 98004
DR Horton Plan 3709
External Pressure Coefficient-Load Case B
1 -0.45 22.56 0.55 -0.55 -22.56 2.26
2 -0.69 22.56 0.55 -0.55 -27.97 -3.16
3 -0.37 22.56 0.55 -0.55 -20.75 4.06
4 -0.45 22.56 0.55 -0.55 -22.56 2.26
5 0.4 22.56 0.55 -0.55 -3.38 21.43
6 -0.29 22.56 0.55 -0.55 -18.95 5.87
1E -0.48 22.56 0.55 -0.55 -23.24 1.58
2E -1.07 22.56 0.55 -0.55 -36.54 -11.73
3E -0.53 22.56 0.55 -0.55 -24.36 0.45
4E -0.48 22.56 0.55 -0.55 -23.24 1.58
5E 0.61 22.56 0.55 -0.55 1.35 26.17
6E -0.43 22.56 0.55 -0.55 -22.11 2.71
Wind Pressure Zones-Sums of positive and negative pressures
Transverse Direction
Load Horizontal Pressures
Case A B C D
1 17.12 3.25 12.73 2.06
Longitudinal Direction
Load Horizontal Pressures
Case A B C D
1 17.12 3.25 12.73 2.06
11066 ASCE7-10
Voelker Engineering, Inc. 04/07/15 Job 11066
1911 116th Avenue NE Page L4
Bellevue, WA 98004
DR Horton Plan 3709
Light Wood Frame Construction? Y
Mean Roof Height 29 ft
Maximum Height 31 ft
Building Width 22 ft
Building Length 52 ft
Roof Plate Ht 27 ft
Upper FI Plate Ht 18 ft
Main Fl Plate Ht 9 ft
End Zone Calculations - Front to Rear Direction
.1 xWidth 2.2
.4xHeight 11.6
.04xWidth 0.9 2.2
3.0 3.0
3.0 <---
End Zone Length = 3.0 ft
End Zone Calculations- Left to right Direction
.1 xWidth 5.2
.4xHeight 11.6
.04xWidth 2.1 5.2
3.0 3.0
5.2 <---
End Zone Length = 5.2 ft
11066 ASCE7-10
Voelker Engineering, Inc. 04/07/15 Job 11066
1911 116th Avenue NE Page L5
Bellevue, WA 98004
DR Horton Plan 3709
Wind Analysis
FRONT TO REAR DIRECTION
Building Width 22 ft
Zone 1 Zone 2 Zone 3 Zone 4
Type 1 1 2 1
End Zone y y n y
Height Width Height Width Height Width Height Width
ft ft ft ft ft ft ft ft
31.0 12 31.0 12 31.0 0 31.0 0
27.0 11 27.0 11 27.0 0 27.0 0
18.0 11 18.0 11 18.0 0 18.0 0
9.0 11 9.0 11 9.0 0 9.0 0
Type 1 =Transverse
Type 2 = Longitudinal or Gable End
Wind Pressures
Zone 1 Zone 2 Zone 3 Zone 4
End Zone End Zone End Zone End Zone
2.06 3.25 2.06 3.25 12.73 0.00 2.06 3.25
12.73 17.12 12.73 17.12 12.73 0.00 12.73 17.12
12.73 17.12 12.73 17.12 12.73 17.12 12.73 17.12
12.73 17.12 12.73 17.12 12.73 0.00 12.73 17.12
Load to roof plate Vw= 1606 lb
Load to upper floor plate Vw= 2758 lb
Load to main floor plate Vw= 2758 lb
Total = 7121 lb
Minimum Design Wind Loads ASCE 7-10
Total Wind Load = 5213 lb OK
11066 ASCE7-10
Voelker Engineering, Inc. 04/07/15 Job 11066
1911 116th Avenue NE Page L6
Bellevue, WA 98004
DR Horton Plan 3709
Wind Analysis
LEFT TO RIGHT DIRECTION
Building Width 52 ft
Zone A Zone B Zone C Zone D
Type 1 2 1 1
End Zone y n y y
Height Width Height Width Height Width Height Width
ft ft ft ft ft ft ft ft
31.0 17 31.0 8.5 31.0 16 31.0 0
27.0 17 27.0 17 27.0 16 27.0 0
18.0 17 18.0 17 18.0 16 18.0 0
9.0 17 9.0 17 9.0 16 9.0 0
Type 1 = Transverse
Type 2 = Longitudinal
Wind Pressures
Zone A Zone B Zone C Zone D
End Zone End Zone End Zone End Zone
2.06 3.25 12.73 0.00 2.06 3.25 2.06 3.25
12.73 17.12 12.73 0.00 12.73 17.12 12.73 17.12
12.73 17.12 12.73 0.00 12.73 17.12 12.73 17.12
12.73 17.12 12.73 0.00 12.73 17.12 12.73 17.12
Load to roof plate Vw= 3825 lb
Load to upper floor plate Vw= 6140 lb
Load to main floor plate Vw= 6140 lb
Total = 16105 lb
Minimum Design Wind Loads ASCE 7-10
Total Wind Load= 11760 lb OK
11066 ASCE7-10
Voelker Engineering, Inc. 04/07/15 Job 11066
1911 116th Avenue NE Page L7
Bellevue, WA 98004
DR Horton Plan 3709
Lateral Analysis of Seismic forces (2012 IBC)
Distribution of Building Weight
Roof Area Weight Ave. height
ft^2 psf ft
456 12.8 27
Interior walls Wall Wt Wall Ht Wall L
psf ft ft
6.5 8 0
Exterior walls Wall Wt Wall Ht Wall L
psf ft ft
8 8 78
Upper Floor Area Weight Ave. height
ft^2 psf ft
1110 10 18
Interior walls Wall Wt Wall Ht Wall L
psf ft ft
6.5 8 150
Exterior walls Wall Wt Wall Ht Wall L
psf ft ft
8 8 136
Main Floor Area Weight Ave. height
ftA2 psf ft
1126 10 9
Interior walls Wall Wt Wall Ht Wall L
psf ft ft
6.5 9 60
Exterior walls Wall Wt Wall Ht Wall L
psf ft ft
8 9 148
11066 ASCE7-10
Voelker Engineering, Inc. 04/07/15 Job 11066
1911 116th Avenue NE Page L8
Bellevue, WA 98004
DR Horton Plan 3709
Lateral Analysis of Seismic forces (2012 IBC)
Soil Class= D
le = 1.00
R = 6.50
Structure Height= 29 ft
Spectral Response Acceleration Coefficients Site Coefficients
Ss = 1.58 Fa = 1.00
S1 = 0.55 Fv = 1.50
Sms= 1.58 Sds= 1.05
Sm1 = 0.825 Sd1 = 0.55
Sesimic Design Category= D
Structure Fundamental Period = 0.25 Seconds
Cs Determination (ASCE 7)
Sds/(R/le) 0.162
Sd1/(R/le)/T 0.339
Cs = 0.162 Ultimate
Vs = 0.116 xWt
Working Stress
Distribution of Shear to Stories
Level Vs wx % Vs
Roof 967 26109.6 0.263 1728 <---
Upper floor 2530 45543.4 0.458 3014 <---
Main floor 3080 27719.4 0.279 1835 <---
Total 6577 99372 6577 lbs
Redundancy Check rho max= 1.00 Front/Rear
rho max= 1.30 Left/Right
11066 ASCE7-10
Voelker Engineering, Inc. 04/07/15 Job 11066
1911 116th Avenue NE Page L9
Bellevue, WA 98004
DR Horton Plan 3709
Allowable Shearwall Forces
Typ. Walls -7/16 OSB, 8d Common Nails, 1 3/8" minimum penetration into framing.
Wind Resistance(Includes 40% increase per 2306.3.1)
Allow v
P6 266 plf
P4 490 plf
P3 637 plf
P2 833 plf
Seismic Resistance(based on 2:1 height/width ratio)
Allow v
P6 242 plf
P4 350 plf
P3 455 plf
P2 595 plf
Anchor Bolts (5/8" bolts, HF plates,Allow Vw= 1.6 x 860 = 13761b,Vs= 1.4 x 860 = 12041b)
Allow Vw(plf) Vs(plf)
P6 2x sill plates 48"o.c. 344 301
P4 2x sill plates 32"o.c. 516 452
P3 2x sill plates 16"o.c. 1032 903
P2 2x sill plates 16"o.c. 1032 903
Simpson MASAP Standard Installation,Allow Vw= 13051b,Vs= 10601b
Allow Vw(plf) Vs(plf)
P6 2x sill plates 48"o.c. 326 265
P4 2x sill plates 32"o.c. 489 398
P3 2x sill plates 16"o.c. 979 795
P2 2x sill plates 16"o.c. 979 795
11066 ASCE7-10
Voelker Engineering, Inc. 04/07/15 Job 11066
1911 116th Avenue NE Page L10
Bellevue, WA 98004
DR Horton Plan 3709
Sub-diaphragms- Front/Rear
Zone 1 Zone 2 Zone 3 Zone 4
Roof 22 ft 0 ft 0 ft 0 ft
Upper 22 ft 0 ft 0 ft 0 ft
Main 22 ft 0 ft 0 ft 0 ft
Force Distribution to Walls -Front/Rear Roof Plate Level
Sum of Walls Total
Grid 1 5 5 10
Grid 2 6.5 6.5 13
Grid 3 0
Grid 4 0
Grid 5 0
Trib. Vs Vw Wall Sum v Uplift
Grid 1 11.0 864 803 10 86 plf OK
Grid 2 11.0 864 803 13 66 plf OK
Grid 3 0.0 0 0 0
Grid 4 0.0 0 0 0
Grid 5 0.0 0 0 0
Totals 22 1728 1606
Redundancy Check
Longest wall with H/L> 1.0
L vs %Vs rho
Grid 1 5 432 0.25 1.00
Grid 2 6.5 432 0.25 1.00
Grid 3 0 0 0.00 1.00
Grid 4 0 0 0.00 1.00
Grid 5 0 0 0.00 1.00
11066 ASCE7-10
Voelker Engineering, Inc. 04/07/15 Job 11066
1911 116th Avenue NE Page L11
Bellevue, WA 98004
DR Horton Plan 3709
Force Distribution to Walls - Front/Rear Upper Floor Plate Level
Sum of Walls Total
Grid 1 18.5 22 40.5
Grid 2 11.5 30 41.5
Grid 3 0
Grid 4 0
Grid 5 0
Trib. Vs Vw Wall Sum v Uplift
Grid 1 11.0 2371 2182 40.5 59 plf OK
Grid 2 11.0 2371 2182 41.5 57 plf OK
Grid 3 0.0 0 0 0
Grid 4 0.0 0 0 0
Grid 5 0.0 0 0 0
Totals 22 4742 4363
Redundancy Check
Longest wall with H/L> 1.0
L vs %Vs rho
Grid 1 0 0 0.00 1.00
Grid 2 0 0 0.00 1.00
Grid 3 0 0 0.00 1.00
Grid 4 0 0 0.00 1.00
Grid 5 0 0 0.00 1.00
11066 ASCE7-10
Voelker Engineering, Inc. 04/07/15 Job 11066
1911 116th Avenue NE Page L12
Bellevue, WA 98004
DR Horton Plan 3709
Force Distribution to Walls-Front/Rear Main Floor Plate Level
Sum of Walls Total
Grid 1 12 33 45
Grid 2 18 19 37
Grid 3 0
Grid 4 0
Grid 5 0
Trib. Vs Vw Wall Sum v Uplift
Grid 1 11 3289 3561 45 79 plf OK
Grid 2 11 3289 3561 37 96 plf OK
Grid 3 0 0 0 0
Grid 4 0 0 0 0
Grid 5 0 0 0 0
Totals 22 6577 7121
Redundancy Check
Longest wall with H/L> 1.0
L vs %Vs rho
Grid 1 0 0 0.00 1.00
Grid 2 0 0 0.00 1.00
Grid 3 0 0 0.00 1.00
Grid 4 0 0 0.00 1.00
Grid 5 0 0 0.00 1.00
11066 ASCE7-10
Voelker Engineering, Inc. 04/07/15 Job 11066
1911 116th Avenue NE Page L13
Bellevue, WA 98004
DR Horton Plan 3709
Sub-diaphragms-Left/Right
Zone A Zone B Zone C Zone D
Roof 14 ft 17 ft 12 ft 0 ft
Upper 14 ft 17 ft 12 ft 0 ft
Main 0 ft 0 ft 0 ft 0 ft
Force Distribution to Walls - Left/Right Roof Plate Level
Sum of Walls Total
Grid A 22 22
Grid B 16 16
Grid C 15 15
Grid D 22 22
Grid E 0
Trib. Vs Vw Wall Sum v Uplift
Grid A 7.0 366 623 22 28 plf OK
Grid B 15.5 810 1379 16 86 plf OK
Grid C 14.5 758 1290 15 86 plf OK
Grid D 6.0 313 534 22 24 plf OK
Grid E 0.0 0 0 0
Totals 43 2247 3825
Redundancy Check
Longest wall with H/L> 1.0
L vs %Vs rho
Grid A 0 0 0.00 1.00
Grid B 0 0 0.00 1.00
Grid C 0 0 0.00 1.00
Grid D 0 0 0.00 1.00
Grid E 0 0 0.00 1.00
11066 ASCE7-10
Voelker Engineering, Inc. 04/07/15 Job 11066
1911 116th Avenue NE Page L14
Bellevue, WA 98004
DR Horton Plan 3709
Force Distribution to Walls-Left/Right Upper Floor Plate Level
Sum of Walls Total
Grid A 5 5
Grid B 8.5 8.5
Grid C 7 7
Grid D 6 6
Grid E 0
Trib. Vs Vw Wall Sum v Uplift
Grid A 7.0 1004 1622 5 324 plf P4 2595
Grid B 15.5 2222 3592 8.5 423 plf P4 3381
Grid C 14.5 2079 3360 7 480 plf P4 3840
Grid D 6.0 860 1390 6 232 plf P6 1854
Grid E 0.0 0 0 0
Totals 43 6165 9965
Redundancy Check
Longest wall with H/L> 1.0
L vs %Vs rho
Grid A 5 1004 0.16 1.00
Grid B 0 0 0.00 1.00
Grid C 7 2079 0.34 1.30
Grid D 6 860 0.14 1.00
Grid E 0 0 0.00 1.00
11066 ASCE7-10
Voelker Engineering, Inc. 04/07/15 Job 11066
608 State Street Page L15
Kirkland, Washington 98033
DR Horton Plan 3709
Force Distribution to Walls -Left/Right Main Floor Plate Level
Sum of Walls Total
Grid A 3.5 3.5 7
Grid B 5.83 5.83
Grid C 6.7 7.5 14.2
Grid D 0
Grid E 0
Trib. Vs Vw Wall Sum v Uplift
Grid A 8.0 1286 2567 7 367 plf P4 3300
NDS 4.3 P6
Grid B 16.0 2787 5481 5.83 940 plf 2P2 8461
Grid C 28.0 3927 8056 14.2 567 plf P3 5106
Grid D 0.0 0 0 0
Grid E 0.0 0 0 0
Totals 52 8000 16104
Redundancy Check
Longest wall with H/L> 1.0
L vs %Vs rho
Grid A 3.5 643 0.10 1.00
Grid B 5.83 2787 0.45 1.30
Grid C 7.5 2074 0.34 1.30
Grid D 0 0 0.00 1.00
Grid E 0 0 0.00 1.00
11066 ASCE7-10
JOB
VOELKER ENGINEERING, INC.
SHEET NO. OF
1911 116th Avenue NE
Bellevue, Washington 98004 CALCULATED BY DATE
425-451-4946
. .
i CHECKED BY DATE
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JOB
VOELKER ENGINEERING, INC. SHEET NO. `d 7 OF
1911 116th Avenue NE eg•I2- li
Bellevue, Washington 98004 CALCULATED BY DATE
425-451-4946
CHECKED BY DATE
SCALE
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//10 4614
JOB
VOELKER ENGINEERING, INC. LI
SHEET NO. OF
1911 116th Avenue NE
Bellevue, Washington 98004 CALCULATED BY DATE 54 i •
425-451-4946
CHECKED BY DATE
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Voelker Engineering SHEET G) OF
DATE:
BaB/281W2, (C)2003 BY SALMONS TECHNOLOGIES, INC. PAGE: 1 BY:
INPUT DATA
E= 1800 ksi No. of Jts.= 3 No. of Elements= 2
Element Data Joint Data
Element I Joint X Joint
(inA4) # (ft) Restraint
1 1050 1 0.00 PINNED
2 1050 2 6.00 PINNED
3 22.00 PINNED
Load Case Description
Load
Case Description
1 1
2 2
Distributed Loads
Load W1 W2 X1 X2
Case (k/ft) (k/ft) (ft) (ft)
1 0.750 0.750 6.00 16.00
Concentrated Loads, Py
Load Py Xp
Case (k) (ft)
2 4.20 8.00
/c6 6
Voelker Engineering SHEET L
DATE:
Bta /201G2, (C)2003 BY SALMONS TECHNOLOGIES, INC. PAGE: 2 BY:
LOAD COMBINATION 1
Combined Loads = 1.000 * LC 1 + 1.000 * LC 2
Joint Reactions and Displacements
Joint X Rx Ry Mz Y-disp. Rotat.
# (ft) (k) (k) (k-in) (in) (rad)
1 0.00 0.00 2.98 0 0.0000 -0.001364
2 6.00 0.00 -12.93 0 0.0000 0.002728
3 22.00 0.00 -1.75 0 0.0000 -0.004174
Element Forces and Displacements
Ele. X Axial
# (ft) Force Shear Force Moment Y-displ.
(k) (k) (k-in) (in)
1 0.00 0.00 2.98 0.0000
1 6.00 0.00 2.98 215 0.0000
2 6.00 0.00 -9.95 215 0.0000 .1( lJ)�.
2 8.00 0.00 -8.45/ -4.25 -6 0.0865
2 13.67 0.00 -0.00 -150 0.2639
2 22.00 0.00 1.75 0 0.0000
141t;
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!C/(., .r
Ls )
Voelker Engineering SHEET OF
DATE:
Ua5/28102, (C)2003 BY SALMONS TECHNOLOGIES, INC. PAGE: 1 BY:
INPUT DATA
E= 1800 ksi No. of Jts.= 3 No. of Elements= 2
Element Data Joint Data
Element I Joint X Joint
# (in^4) # (ft) Restraint
1 1050 1 0.00 PINNED
2 1050 2 6.00 PINNED
3 22.00 PINNED
Load Case Description
Load
Case Description
1 1
2 2
3 3
Distributed Loads
Load Wi W2 X1 X2
Case (k/ft) (k/ft) (ft) (ft)
1 0.750 0.750 0.00 16.00 Ali 6/2eze,,'
3 0.850 0.850 0.00 10.00 /
Concentrated Loads, Py
ZrJ$ t;
Load Py Xp 1575L
Case (k) (ft)
2 4.20 8.00
3 5.10 12.00
C:\Documents and Settings\Charles\Desktop\11066 beam.bcn
1000
LZ2
Voelker Engineering SHEET OF
DATE:
B015/231Q12, (C)2003 BY SALMONS TECHNOLOGIES, INC. PAGE: 2 BY:
LOAD COMBINATION 1
Combined Loads = 1 .000 * LC 1 + 1.000 * LC 3
Joint Reactions and Displacements
Joint X Rx Ry Mz Y-disp. Rotat.
## (ft) (k) (k) (k-in) (in) (rad)
1 0.00 0.00 0.19 0 0.0000 -0.001184
2 6.00 0.00 -22.98 0 0.0000 0.003465
3 22.00 0.00 -2.81 0 0.0000 -0.006729
Element Forces and Displacements
Ele. X Axial
# (ft) Force Shear Force Moment Y-displ.
(k) (k) (k-in) (in)
1 0.00 0.00 0.19 -0 0.0000
1 6.00 0.00 9.79 359 0.0000
2 6.00 0.00 -13.19 0.0000
2 12.00 0.00 -5.29/ -0.19 -265 0.3866
2 12.25 0.00 0.00 -265 0.3962
2 22.00 0.00 2.81 0 0.0000 Z D)
7 x// f Fs t
jjin e 9.1.) (4: 0
C:\Documents and Settings\Charles\Desktop\11066 beam.bcn
r,.K..w.. ,....._.....-. .,y,,. .. .. ..... -r.a,.+.. _ q..riw-.ay..kro'wrM1?osewpmarN!y.rA.raer.•H'ss'-8•r..rnr.r,.rw. t+•ww.:�..r'w,swr.a.:r...sxn.,.ww...v.....«w.....-» o .. ,. r..
LVS
Voelker Engineering SHEET OF
DATE:
U&fi/281f2, (C)2003 BY SALMONS TECHNOLOGIES, INC. PAGE: 3 BY:
LOAD COMBINATION 2
Combined Loads = 1 .000 * LC 1 + 1 .000 * LC 2 + 1 .000 * LC 3
Joint Reactions and Displacements
Joint X Rx Ry Mz Y-disp. Rotat.
# (ft) (k) (k) (k-in) (in) (rad)
1 0.00 0.00 1 .03 0 0.0000 -0.001566
2 6.00 0.00 -27.80 0 0.0000 0.004229
3 22 .00 0.00 -3.02 0 0.0000 -0.007391
Element Forces and Displacements
Ele. X Axial
# (ft) Force Shear Force Moment Y-displ.
(k) (k) (k-in) (in)
1 0.00 0.00 1 .03 - 0.0000
1 6.00 0.00 10.63 419 0.0000
2 6.00 0.00 -17 .18 419 0.0000
2 8.00 0.00 -13.98/ -9.78 46 0.1454
2 12.00 0.00 -5.08/ 0.02 -291 0.4337
2 22.00 0.00 3.02 0 0.0000
V/4.. zi...,,d.
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C:\Documents and Settings\Charles\Desktop\11066 beam.bcn
JO 0e2
JOB
VOELKER ENGINEERING, INC. L24
SHEET NO. OF
1911 116th Avenue NE 8 e tz0 -4N
Bellevue, Washington 98004 CALCULATED BY DATE
425-451-4946
CHECKED BY DATE
SCALE
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Voelker Engineering, Inc. 08/15/11 Job # 11066
Sheet L25
Lateral Analysis of Wood Diaphragm in Rotation. (IBC 2305.2)
Diaphragm Blocked? YIN N
End Wall Length 14 (ft) Max Shear 3.790 (kips)
Side Wall 1 Length 45 (ft) G= 90000 (psi)
Side Wall 2 Length 19 (ft) E= 1400000 (psi)
Wall Height 9 (ft)
Diaphragm Width 22 (ft) -- Parallel to open side
Diaphragm Length 19 (ft)
Horz. Plywood 0.75 (in)
Wall plywood 0.50 (in)
Edge Nail Spacing 6 "oc
Anchorage Slip 0.05 (in)
Seasoned Lumber 0.5 (.5=Yes, 1=No)
End Wall v= 271 (plf)
Deflection D= 0.13 (in)
Wall I v= 36 (plf)
Deflection D= 0.08 (in)
Wall 2 v= 86 (plf)
Deflection D= 0.10 (in)
Diaphragm v= 172 (plf)
Deflection D= 0.25 (in)
Total Deflection at open end
D= 0.46 (in)
JOB //a‘E7
VOELKER ENGINEERING, INC. SHEET NO. r 1
OF
1911 116th Avenue NE ff. a. ,
Bellevue, Washington 98004 CALCULATED BY DATE
425-451-4946
CHECKED BY DATE
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VOELKER ENGINEERING, INC.
SHEET NO. Z-"// OF
1911 116th Avenue NE
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425-451-4946
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JOB /1 O6
VOELKER ENGINEERING, INC. SHEET NO. ' L OF
1911 116th Avenue NE O. iz 1�
Bellevue, Washington 98004 CALCULATED BY DATE
425-451-4946
CHECKED BY DATE
SCALE
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JOB 1/O6C
VOELKER ENGINEERING, INC. Gt -
SHEET NO. `r�lOF
1911 116th Avenue NE •�Z_ C�
Bellevue, Washington 98004 CALCULATED BY DATE
425-451-4946
CHECKED BY DATE
SCALE
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//t,v 6 C
VOELKER ENGINEERING, INC. w1/
SHEET NO. !` � ,
A1/5.
OF
1911 116th Avenue NEf Z , �� •
Bellevue, Washington 98004 CALCULATED BY DATE 5.
425-451-4946
CHECKED BY DATE
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