Specifications (45) .AAS .7,1„0/ Cr , G(A-37-
t 'o Sec) (CG/utrc -
Voelker Engineering, Inc.
tlimilmmmimimilmmimilmmmilmilmmilmimimimil
1911 116 'Avenue NE,Bellevue, WA 98004 425-451-4946
DR Horton Plan 3729
Heritage Crossing Lot 32
Tigard, Oregon RECEIVED
Structural Calculations DEC2016
November 8, 2016 a l TIGARD
JN 12058.2 4 J)ELDINC DIVISION
Building Code: 2014 OSSC
Snow load: 25psf
Roof Dead load: 15psf
Floor Live load: 40psf
Floor Dead load: IOpsf
Wind: 120mph Exposure B
Seismic: Soil class D, Ss = 1.58
INDEX PAGES
Lateral analysis L1-18
Roof framing R1-4
Upper floor framing UF1-11
Main floor framing MFI
Balloon Studs W1
et•g.&
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#4' S VO(EXPIRES: 6/25/ /7 1
Voelker Engineering, Inc.
1911 116th Avenue NE,Bellevue, WA 98004 425-451-4946
DR Horton Plan 3729
Structural Calculations
December 4, 2014
JN 12058.2
Building Code: 2014 OSSC
Snow load: 25psf
Roof Dead load: 15psf
Floor Live load: 40psf
Floor Dead load: IOpsf
Wind: 120mph Exposure B
Seismic: Soil class D, Ss = 1.58
INDEX PAGES
Lateral analysis L1-18
Roof framing R1-4
Upper floor framing UF1-11
Main floor framing MF1
Balloon Studs W1
Voelker Engineering, Inc. 12/04/14 Job 12058.2
1911 116th Avenue NE Page L1
Bellevue,WA 98004
DR Horton Plan 3729
Lateral Analysis of Wind forces(ASCE 7-10,2012 IBC)
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 : gh•[(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/cul
Category = II
Exposure Category = B (Urban areas)
Alpha = 7
Zg = 1,200.00 ft
Basic Wind Speed = 120.00 mph
Mean Roof Height = 25.00 ft
12058.2 ASCE7-10.xls
Voelker Engineering, Inc. 12/04/14 Job 12058.2
1911 116th Avenue NE Page L2
Bellevue, WA 98004
DR Horton Plan 3729
Velocity Pressure Calculations, qz(Cont.)
Where : Kh = Velocity pressure coefficient @ height z
= 2.01•(Z/Zg)A(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
Kzt@h = (1 + K1 • K2 • K3)2
1
Kd = Wind directionality factor obtained from Table 6-4
= 0.85
qh = 21.95 (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 33.5 degrees
External Pressure Coefficient-Load Case A
(psf) (psf) (Psf)
1 0.56 21.95 0.55 -0.55 0.22 24.37
2 0.21 21.95 0.55 -0.55 -7.46 16.68
3 -0.43 21.95 0.55 -0.55 -21.51 2.63
4 -0.37 21.95 0.55 -0.55 -20.2 3.95
1E 0.69 21.95 0.55 -0.55 3.07 27.22
2E 0.27 21.95 0.55 -0.55 -6.15 18
3E -0.53 21.95 0.55 -0.55 -23.71 0.44
4E -0.48 21.95 0.55 -0.55 -22.61 1.54
p+ uses GCpi+ p-uses GCpi-
12058.2 ASCE7-10.xls
Voelker Engineering, Inc. 12/04/14 Job 12058.2
1911 116th Avenue NE Page L3
Bellevue,WA 98004
DR Horton Plan 3729
External Pressure Coefficient-Load Case B
1 -0.45 21.95 0.55 -0.55 -21.95 2.2
2 -0.69 21.95 0.55 -0.55 -27.22 -3.07
3 -0.37 21.95 0.55 -0.55 -20.2 3.95
4 -0.45 21.95 0.55 -0.55 -21.95 2.2
5 0.4 21.95 0.55 -0.55 -3.29 20.85
6 -0.29 21.95 0.55 -0.55 -18.44 5.71
1E -0.48 21.95 0.55 -0.55 -22.61 1.54
2E -1.07 21.95 0.55 -0.55 -35.56 -11.42
3E -0.53 21.95 0.55 -0.55 -23.71 0.44
4E -0.48 21.95 0.55 -0.55 -22.61 1.54
5E 0.61 21.95 0.55 -0.55 1.32 25.47
6E -0.43 21.95 0.55 -0.55 -21.51 2.63
Wind Pressure Zones-Sums of positive and negative pressures
Transverse Direction
Load Horizontal Pressures
Case A B C D
1 15.41 5.82 12.25 4.65
Longitudinal Direction
Load Horizontal Pressures
Case A B C D
1 15.41 5.82 12.25 4.65
12058.2 ASCE7-10.xls
Voelker Engineering, Inc. 12/04/14 Job 12058.2
1911 116th Avenue NE Page L4
Bellevue,WA 98004
DR Horton Plan 3729
Light Wood Frame Construction? Y
Mean Roof Height 23 ft
Maximum Height 28 ft
Building Width 30 ft
Building Length 52 ft
Roof Plate Ht 18 ft
Upper Fl Plate Ht 9 ft
End Zone Calculations-Front to Rear Direction
.1xWidth 3.0
.4xHeight 9.2
.04xWidth 1.2 3.0
3.0 3.0
3.0 <---
End Zone Length= 3.0 ft
End Zone Calculations-Left to right Direction
.1xWidth 5.2
.4xHeight 9.2
.04xWidth 2.1 5.2
3.0 3.0
5.2 <---
End Zone Length= 5.2 ft
12058.2 ASCE7-10.xls
Voelker Engineering, Inc. 12/04/14 Job 12058.2 .
1911 116th Avenue NE Page L5
Bellevue,WA 98004
DR Horton Plan 3729
Wind Analysis
FRONT TO REAR DIRECTION
Building Width 30 ft
Zone 1 Zone 2 Zone 3 Zone 4
Type 1 1 1 1
End Zone y y Y y
Height Width Height Width Height Width Height Width
ft ft ft ft ft ft ft ft
28.0 16 28.0 16 28.0 0 28.0 0
18.0 15 18.0 15 18.0 0 18.0 0
9.0 15 9.0 15 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
4.65 5.82 4.65 5.82 4.65 5.82 4.65 5.82
12.25 15.41 12.25 15.41 12.25 15.41 12.25 15.41
12.25 15.41 12.25 15.41 12.25 15.41 12.25 15.41
Load to roof plate Vw= 3299 lb
Load to upper floor plate Vw= 3478 lb
Load to main floor plate Vw= 0 lb
Total= 6777 lb
Minimum Design Wind Loads ASCE 7-10
Total Wind Load= 5424 lb OK
12058.2 ASCE7-10.xls
•
Voelker Engineering, Inc. 12/04/14 Job 12058.2
1911 116th Avenue NE Page L6
Bellevue, WA 98004
DR Horton Plan 3729
Wind Analysis
LEFT TO RIGHT DIRECTION
Building Width 52 ft
Zone A Zone B Zone C
Type 2 2 Zone D
1 1
End Zone y y y y
Height Width Height Width Height Width Height Width
ft ft ft ft ft ft ft ft
28.0 13 28.0 13 28.0 0 28.0 0
18.0 26 18.0 26 18.0 0 18.0 0
9.0 26 9.0 26 9.0 0 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
12.25 15.41 12.25 15.41 4.65 5.82 4.65 5.82
12.25 15.41 12.25 15.41 12.25 15.41 12.25 15.41
12.25 15.41 12.25 15.41 12.25 15.41 12.25 15.41
Load to roof plate Vw= 6528 lb
Load to upper floor plate Vw= 6029 lb
Load to main floor plate Vw= 0 lb
Total= 12558 lb
Minimum Design Wind Loads ASCE 7-10
Total Wind Load= 9235 lb OK
12058.2 ASCE7-10.xls
Voelker Engineering, Inc. 12/04/14 Job 12058.2
1911 116th Avenue NE Page L7
Bellevue,WA 98004
DR Horton Plan 3729
Lateral Analysis of Seismic forces(2012 IBC)
Distribution of Building Weight
Roof Area Weight Ave. height
ft^2 psf ft
1700 13.4 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 8 162
Upper Floor Area Weight Ave. height
ft^2 psf ft
1550 10 9
Interior walls Wall Wt Wall Ht Wall L
psf ft ft
6.5 9 80
Exterior walls Wall Wt Wall Ht Wall L
psf ft ft
8 9 164
12058.2 ASCE7-10.xIs
•
V1911oelker116th EngineeringAvenueNE, Inc. 12/04/14 JobPage L8 12058.2
Bellevue, WA 98004
DR Horton Plan 3729
Lateral Analysis of Seismic forces(2012 IBC)
Soil Class= D
le = 1.00
R = 6.50
Structure Height= 23 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= 0.21 Seconds
Cs Determination(ASCE 7)
Sds/(R/Ie) 0.162
Sd1/(R/le)/T 0.403
Cs= 0.162 Ultimate
Vs= 0.116 xWt
Working Stress
Distribution of Shear to Stories
Level Vs wx % Vs
Roof 3697 66539.8 0.660 4952 <-__
Upper floor 3802 34215.94 0.340 2546 <__-
Main floor 0 0 0.000 0 <--_
Total 7498 100756 7498 lbs
Redundancy Check rho max= 1.00 Front/Rear
rho max= 1.00 Left/Right
12058.2 ASCE7-10.xls
Voelker Engineering, Inc. 12/04/14 Job 12058.2
1911 116th Avenue NE Page L9
Bellevue,WA 98004
DR Horton Plan 3729
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= 1305Ib,Vs= 1060lb
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
12058.2 ASCE7-10.xls
Voelker Engineering, Inc. 12/04/14 Job 12058.2
1911 116th Avenue NE Page L10
Bellevue, WA 98004
DR Horton Plan 3729
Sub-diaphragms-Front/Rear
Zone 1 Zone 2 Zone 3 Zone 4
Roof 30 ft 0 ft 0 ft 0 ft
Upper 30 ft 0 ft 0 ft 0 ft
Force Distribution to Walls-Front/Rear Roof Plate Level
Sum of Walls
Total
Grid 1 16 9 10 35
Grid 2 18 25 43
Grid 3
Grid 4 0
Grid 5 0
0
Trib. Vs Vw Wall Sum v Uplift
Grid 1 15.0 2476 1649 35 71 plf OK
Grid 2 15.0 2476 1649 43 58 plf OK
Grid 3 0.0 0 0 0
Grid 4 0.0 0 0 0
Grid 5 0.0 0 0 0
Totals 30 4952 3299
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
12058.2 ASCE7-10.xls
Voelker Engineering, Inc. 12/04/14 Job 12058.2
1911 116th Avenue NE Page L11
Bellevue,WA 98004
DR Horton Plan 3729
Force Distribution to Walls-Front/Rear Upper Floor Plate Level
Sum of Walls Total
Grid 1 35 13 48
Grid 2 19 190
Grid 3 0
Grid 4 0
Grid 5
Trib. Vs Vw Wall Sum v Uplift
Grid 1 15.0 3749 3389 48 78 plf OK
Grid 2 15.0 3749 3389 19 197 plf P6 1776
Grid 3 0.0 0 0 0
Grid 4 0.0 0 0 0
Grid 5 0.0 0 0 0
Totals 30 7498 6777
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
12058.2 ASCE7-10.xls
Voelker Engineering, Inc. 12/04/14 Job 12058.2
1911 116th Avenue NE Page L12
Bellevue, WA 98004
DR Horton Plan 3729
Sub-diaphragms-Left/Right
Zone A Zone B Zone C Zone D
Roof 52 ft 0 ft 0 ft 0 ft
Upper 52 ft 0 ft 0 ft 0 ft
Force Distribution to Walls-Left/Right Roof Plate Level
Sum of Walls Total
Grid A 11.6 11.6
Grid B 4.2 4.2 8.4
Grid C
0
Grid D 0
Grid E
0
Trib. Vs Vw Wall Sum v Uplift
Grid A 26.0 2476 3264 11.6 281 plf P4 2251
Grid B 26.0 2476 3264 8.4 389 plf P4 3109
Grid C 0.0 0 0 0
Grid D 0.0 0 0 0
Grid E 0.0 0 0 0
Totals 52 4952 6528
Redundancy Check
Longest wall with H/L> 1.0
L vs %Vs rho
Grid A 0 0 0.00 1.00
Grid B 4.2 1238 0.25 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
12058.2 ASCE7-10.xls
Voelker Engineering, Inc. 12/04/14 Job 12058.2
1911 116th Avenue NE Page L13
Bellevue,WA 98004
DR Horton Plan 3729
Force Distribution to Walls-Left/Right Upper Floor Plate Level
Sum of Walls Total
Grid A 7 3.4 3.4 13.8
Grid B 16 16
Grid C 0
Grid D 0
Grid E 0
Trib. Vs Vw Wall Sum v Uplift
Grid A 14.0 3219 5023 13.8 364 plf P4 3276
NDS 4.3 P4
Grid B 34.0 4280 7535 16 471 plf P4 4238
Grid C 0.0 0 0 0
Grid D 0.0 0 0 0
Grid E 0.0 0 0 0
Totals 48 7498 12558
Redundancy Check
Longest wall with H/L> 1.0
L vs %Vs rho
Grid A 7 1633 0.22 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
12058.2 ASCE7-10.xls
JOB /2e 3-b
VOELKER ENGINEERING, INC. L /4/SHEET NO. OF
•
1911 116th Avenue NE 5".AD ,/Z
Bellevue, Washington 98004 CALCULATED BY DATE
425-451-4946
CHECKED BY DATE
SCALE
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JOB I-OJ 6
VOELKER ENGINEERING, INC. SHEET No. Ll S.
OF
1911 116th Avenue NE
Bellevue, Washington 98004 CALCULATED BY DATE T`/0")'1-
425-451-4946
CHECKED BY DATE
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I
Voelker Engineering, Inc. 11/14/12 Job 12058.2
1911 116th Avenue NE Page L16
Bellevue,WA 98004
DR Horton Plan 3729
Sub-diaphragms-Left/Right
Zone A Zone B Zone C Zone D
Roof 52 ft 0 ft 0 ft 0 ft
Upper 0 ft 0 ft 0 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 11.6 11.6
Grid B 2.8 2.8 2.8 8.4
Grid C 0
Grid D 0
Grid E 0
Trib. Vs Vw Wall Sum v Uplift
Grid A 26 2273 3460 11.6 298 plf P4 2386
Grid B 26 2273 3460 8.4 412 plf P4 3295
NDS 4.3 P3
Grid C 0 0 0 0
Grid D 0 0 0 0
Grid E 0 0 0 0
Totals 52 4545 6920
Redundancy Check
Longest wall with H/L> 1.0
L vs %Vs rho
Grid A 0 0 0.00 1.00
Grid B 2.8 758 0.17 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
12058.2 ASCE7-05.xls
Voelker Engineering, Inc. 09/25/08 Job# 12058
Sheet L17
Lateral Analysis of Wood Diaphragm in Rotation. (IBC 2305.2.5)
Diaphragm Blocked?Y/N Y
End Wall Length 18 (ft) Max Shear 5.000 (kips)
Side Wall 1 Length 48 (ft) G= 90000 (psi)
Side Wall 2 Length 15.2 (ft) E= 1400000 (psi)
Wall Height 9 (ft)
Diaphragm Width 25 (ft) -- Parallel to open side
Diaphragm Length 20 (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= 278 (plf)
Deflection D= 0.12 (in)
Wall 1 v= 42 (plf)
Deflection D= 0.08 (in)
Wall v= 132 (plf) I
Deflection D= 0.12 (in)
Diaphragm v= 200 (plf)
Deflection D= 0.11 (in)
Total Deflection at open end
D= 0.31 (in)
JOB !740;b. L
VOELKER ENGINEERING, INC. SHEET NO. Z` OF
1911 116th Avenue NE I ti...I �� L
Bellevue, Washington 98004 CALCULATED BY DATE
425-451-4946
CHECKED BY DATE
SCALE
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VOELKER ENGINEERING, INC. SHEET NO. i OF
1911 116th Avenue NE 1-/40'IL,
Bellevue, Washington 98004 CALCULATED BY DATE
425-451-4946
CHECKED BY DATE
SCALE
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PRODUCT 204-1(SYgk Sheets)KV(Pad 6A)
• Voelker Engineering, Inc. 09/10/12 Job# 12058
Simple span beams Sheet R2
Beam 1 3 112x9 GLB
Length = 7.25 ft Width = 3.500 in LL/TL = 0.63
Load = 1000 plf Depth = 9.000 in LL DUR. = 1.15
Pt load = 0 lb E = 1800 ksi Rep = 1.0
R= 3625 lb V @ d = 2875 lb
M= 6570 lb-ft
fb= 1669 psi< OK 2760 TL Defl. = 0.19 in L/ 452
fv= 137 psi < OK 276 LL Defl. = 0.10 in L/ 850
Support 2.6 in
Beam 2 4x8 HF#1
Length = 4.75 ft Width = 3.500 in LL/TL= 0.63
Load = 1000 plf Depth = 7.250 in LL DUR. = 1.15
Pt load = 0 lb E = 1500 ksi
R= 2375 lb V @ d = 1771 lb
M= 2820 lb-ft
fb = 1104 psi< OK 1458 TL Defl. = 0.08 in L/ 700
fv = 105 psi< OK 173 LL Defl. = 0.04 in L/ 1,317
Support 1.7 in
Beam 3 4x6 HF#1
Length = 3.25 ft Width = 3.500 in LL/TL = 0.63
Load = 1000 plf Depth = 5.500 in LL DUR. = 1.15
Pt load = 0 lb E = 1500 ksi
R= 1625 lb V @ d = 1167 lb
M= 1320 lb-ft
fb = 898 psi< OK 1458 TL Defl. = 0.04 in L/ 954
fv= 91 psi< OK 173 LL Defl. = 0.02 in L/ 1,795
Support 1.1 in
JOB
VOELKER ENGINEERING, INC. SHEET NO. /Z" OF
1911 116th Avenue NE -7.10 )y
Bellevue, Washington 98004 CALCULATED BY DATE
425-451-4946 CHECKED BY DATE
SCALE
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PRODUCT 204-1(Singe Sheets)205-1(Padded)
Voelker Engineering, Inc. 09/10/12 Job# 12058
Simple span beams Sheet R4
Beam 4 4x6 HF#1
Length = 4.75 ft Width = 3.500 in LL/TL= 0.63
Load = 640 plf Depth = 5.500 in LL DUR. = 1.15
Pt load = 0 lb E = 1500 ksi
R= 1520 lb V @ d = 1227 lb
M= 1805 lb-ft
fb = 1227 psi < OK 1458 TL Defl. = 0.12 in L/ 478
fv= 96 psi< OK 173 LL Defl. = 0.06 in L/ 898
Support 1.1 in
Beam 5 4x6 HF#1
Length = 7.25 ft Width = 3.500 in LL/TL = 0.63
Load = 200 plf Depth = 5.500 in LL DUR. = 1.15
Pt load = 0 lb E = 1500 ksi
R= 725 lb V @ d = 633 lb
M= 1314 lb-ft
fb = 894 psi< OK 1458 TL Defl. = 0.20 in L/ 430
fv= 49 psi < OK 173 LL Defl. = 0.11 in L/ 809
Support 0.5 in
JOB � 17,1›.) i
VOELKSER ENGINEERING, INC. SHEET NO. GC( / OF
1911 116th Avenue NE /_)0, )`
Bellevue, Washington 98004 CALCULATED BY DATE
425-451-4946 CHECKED BY DATE
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PRODUCT 204-1(Sindt Steels)205.1(Padded)
. Voelker Engineering, Inc. 09/10/12 Job# 12058
Simple span beams Sheet UF2
Beam 6 5 1/2x9 GLB
Length = 8.25 ft Width = 5.500 in LL/TL= 0.63
Load = 1400 plf Depth = 9.000 in LL DUR. = 1.15
Pt load = 0 lb E = 1800 ksi
R= 5775 lb V @ d = 4725 lb
M= 11911 lb-ft
fb= 1925 psi < OK 2760 TL Defl. = 0.29 in L/ 344
fv= 143 psi< OK 276 LL Defl. = 0.15 in L/ 648
Support 2.6 in
Beam 7 5 1/2x12 GLB
Length = 12.5 ft Width = 5.500 in LL/TL = 0.63
Load = 1400 plf Depth = 12.000 in LL DUR. = 1.15
Pt load = 0 lb E = 1800 ksi
R= 8750 lb V @ d = 7350 lb
M= 27344 lb-ft
fb= 2486 psi< OK 2760 TL Defl. = 0.64 in L/ 235
fv= 167 psi < OK 276 LL Defl. = 0.34 in L/ 441
Support 3.9 in
Beam 8 See UF11 5 1/2x15 GLB
Length = 16.25 ' Width = 5.500 in LL/TL= 0.80
Load = 675 plf IP-: • = 15.000 in LL DUR. = 1.00
Pt load = 0 lb E = 1800 ksi
R= 5484 lb V @ d = 4.0
M= 22280 lb-ft
fb = 1301 psi< OK 2400 TL Defl. = 0.42 in L 466
fv= 84 psi< OK 240 LL Defl. = 0.30 in L/ 641
Support 2.5 in
Beam 9 (2) 2x12 HF#2
Length = 7 ft Width = 3.000 in LL/TL= 0.80
Load = 650 plf Depth = 11.250 in LL DUR. = 1.00
Pt load = 0 lb E = 1300 ksi
R= 2275 lb V@ d = 1666 lb
M= 3981 lb-ft
fb = 755 psi < OK 850 TL Defl. = 0.08 in L/ 1,006
fv= 74 psi< OK 150 LL Defl. = 0.06 in L/ 1,384
Support 1.9 in
Voelker Engineering, Inc. 09/11/12 Job# 12058 ,
Simple span beams Sheet UF3
Beam 10 (3) 2x12 HF#1
Length = 11 ft Width = 4.500 in LL/TL= 0.63
Load = 500 plf Depth = 11.250 in Rep = 1.15
Pt load = 0 lb E = 1500 ksi
R= 2750 lb V @ d = 2281 lb
M= 7563 lb-ft
fb= 956 psi < OK 1121 TL Defl. = 0.24 in L/ 542
fv = 68 psi< OK 173 LL Defl. = 0.13 in L/ 1,019
Support 1.5 in
Beam 11 5 1/2x15 GLB
Length = 19 ft Width = 5.500 in LL/TL= 0.80
Load = 500 plf Depth = 15.000 in LL DUR. = 1.00
Pt load = 0 lb E = 1800 ksi
R= 4750 lb V @ d = 4125 lb
M= 22563 lb-ft
fb = 1338 psi< OK 2400 TL Defl. = 0.58 in L/ 394
fv= 75 psi < OK 240 LL Defl. = 0.42 in L/ 541
Support 2.1 in
Beam 16 5 1/2x9 GLB
Length = 3.25 ft Width = 5.500 in LL/TL= 0.63
Load = 300 plf Depth = 9.000 in LL DUR. = 1.15
Pt load = 10000 lb E = 1800 ksi
R= 5488 lb V @ d = 5263 lb
M= 8521 lb-ft
fb = 1377 psi< OK 2760 TL Defl. = 0.03 in L/ 1,510
fv= 159 psi< OK 276 LL Defl. = 0.01 in U 2,840
Support 2.5 in
Beam 17 4x8 HF#1
Length = 11 ft Width = 3.500 in LL/TL= 0.63
Load = 200 plf Depth = 7.250 in LL DUR. = 1.15
Pt load = 0 lb E = 1500 ksi
R= 1100 lb V @ d = 979 lb
M= 3025 lb-ft
fb= 1184 psi< OK 1458 TL Defl. = 0.47 in L/ 282
fv= 58 psi< OK 173 LL Defl. = 0.25 in L/ 530
Support 0.8 in
Beam 12 VOELKER ENGINEERING 12058
UF4
BeamChek v2007 licensed to: Voelker Engineering Reg#8111-1879
Prepared by:CV Date:9/11/12
Selection 5-1/4x 11-1/4 2.0E TJ Parallam W.S. PSL Lu=0.0 Ft Lu @OH=0.0 Ft
Conditions NDS 2005,Overhang, Uplift @ R1
Min Bearing Area R1=-0.7 in2R2= 13.7 in2 (1.5)DL Defl= -0.10 in.
Data Beam Span 10.0 ft
Beam Wt per ft 18.46# Reaction 1 TL -559# Reaction 2 TL 10262#
Bm Wt Included 203# Maximum V 9018# Overhang Length 1.0 ft
Max Moment 9009'# Max V(Reduced) 9001 # Total Beam Length 11.0 ft
TL Max Defl L/240 TL Actual Defl L/<-1000 OH TL Actual Defl L/382
Attributes Section(in3) Shear(in2) TL Defl(in) OH TL Defl
Actual 110.74 59.06 -0.10 0.06
Critical 32.19 40.48 0.50 0.10
Status OK OK OK OK
Ratio 29% 69% 20% 63%
Fb(psi) Fv(psi) E(psi x mil) Fcl.(psi)
Values Reference Values 2900 290 2.0 750
Adjusted Values 3359 334 2.0 750
Adjustments CF Size Factor 1.007
Cd Duration 1.15 1.15
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
CI Stability @ OH 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform TL: 50 =A (Uniform Ld on Backspan)
Point TL Distance 1
F=9000 (OH) 1.0
Uniform Load A
Pt loads: I F
0 0
R1 =-559 R2= 10262
BACKSPAN= 10 FT OH = 1 FT
Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2.
BEAM 13 VOELKER ENGINEERING 12058
BeamChek v2007 licensed to: Voelker Engineering Reg#8111-1879 U F5
Prepared by:CV Date:9/11/12
Selection 5-1/8x 22-112 GLB 24F-V4 DF DF Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 17.1 int R2=22.8 int (1.5)DL Defl= 0.59 in Recom Camber=0.88 in
Data Beam Span 16.75 ft
Beam Wt per ft 28.02# Reaction 1 TL 11094# Reaction 2 TL 14825#
Bm Wt Included 469# Maximum V 14825#
Max Moment 74963'# Max V(Reduced) 12148#
TL Max DeflL/240 TL Actual Defl L/342
Attributes Section(in3) Shear(in2) TL Defl(in)
Actual 432.42 115.31 0.59
Critical 339.31 66.02 0.84
Status OK OK OK
Ratio 78% 57% 70%
Fb(psi) Fv(psi) E(psi x mil) Fc (psi)
Values Reference Values 2400 240 1.8 650
Adjusted Values 2651 276 1.8 650
Adjustments CvVolume 0.961
Cd Duration 1.15 1.15
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform TL: 400 =A
Point TL Distance Par Unif TL Start End
B= 10000 8.0 H= 1000 8.0 16.75
H
Uniform Load A
Pt loads: B
0 0
R1 =11094 R2= 14825
SPAN= 16.75 FT
Uniform and partial uniform loads are lbs per lineal ft.
BEAM 14 VOELKER ENGINEERING 12058
BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879 UF6
Prepared by:CV Date:9/11/12
Selection 2x12 HF#2@16inoc Lu=0.OFt Lu@OH= 1.OFt
Conditions NDS 2005,Overhang, Repetitive Use
Min Bearing Area R1=0.6 in2 R2=4.5 in2 (1.5)DL Defl= 0.03 in.
Data Beam Span 11.0 ft
Beam Wt per ft 0# Reaction 1 TL 245# Reaction 2 TL 1821 #
Bm Wt Included 0# Maximum V 1333# Overhang Length 1.0 ft
Max Moment 1333'# Max V(Reduced) 1333# Total Beam Length 12.0 ft
TL Max Defl L/240 TL Actual Defl L/>1000 OH TL Actual Defl L/>1000
Attributes Section(in3) Shear(in2) IL Defl(in) OH TL Defl
Actual 31.64 16.88 0.03 0.02
Critical 14.43 11.59 0.55 0.10
Status OK OK OK OK
Ratio 46% 69% 5% 18%
Fb(psi) Fv(psi) E(psi x mil) Fc_l_(psi)
Values Reference Values 850 150 1.3 405
Adjusted Values 1109 173 1.3 405
Adjustments CF Size Factor 1.000
Cd Duration 1.15 1.15
Cr Repetitive 1.15
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
CI Stability @ OH 0.9862 Rb= 10.59 Le= 1.87 Ft
Loads Uniform TL: 67 =A (Uniform Ld on Backspan
Point TL Distance
F= 1333 (OH) 1.0
Uniform Load A
Pt loads: I F
R1 -245
R2= 1821
BACKSPAN= 11 FT OH= 1 FT
Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2.
BEAM 15 VOELKER ENGINEERING 12058..
UF7
BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879
Prepared by:CV Date:9/11/12
Selection 2x12 HF#2@16inoc Lu=0.OFt Lu@OH =3.O Ft
Conditions NDS 2005,Overhang, Repetitive Use
Min Bearing Area R1=0.7 in2 R2=2.3 in2 (1.5)DL Defl= 0.05 in.
Data Beam Span 11.0 ft
Beam Wt per ft 0# Reaction 1 TL 267# Reaction 2 TL 933#
Bm Wt Included 0# Maximum V 467# Overhang Length 3.0 ft
Max Moment 1100'# Max V(Reduced) 404# Total Beam Length 14.0 ft
TL Max Defl L/240 TL Actual Defl L/>1000 OH TL Actual Defl L/>1000
Attributes Section(in3) Shear(in2) TL Defl(in) OH TL Defl
Actual 31.64 16.88 0.05 0.02
Critical 12.91 3.51 0.55 0.30
Status OK OK OK OK
Ratio 41% 21% 9% 7%
Fb(psi) Fv(psi) E(psi x mil) Fc±(psi)
Values Reference Values 850 150 1.3 405
Adjusted Values 1022 173 1.3 405
Adjustments CF Size Factor 1.000
Cd Duration 1.15 1.15
Cr Repetitive 1.15
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
CI Stability @ OH 0.9096 Rb= 19.26 Le=6.18 Ft
Loads Uniform TL: 67 =A (Uniform Ld on Backspan)
Point TL Distance Par Unif TL Start End
F=267 (OH) 3.0 K=67 (OH) 0 3.0
Uniform Load A K
Pt loads: F
R1 =267
R2=933
BACKSPAN= 11 FT OH=3 FT
Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2.
BEAM 12B VOELKER ENGINEERING 12058
BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879 U F8
Prepared by:CV Date:9/11/12
Selection (2)2x 12 HF#2 Lu=0.0 Ft Lu @OH = 1.0 Ft
Conditions NDS 2005, Overhang, Repetitive Use
Min Bearing Area R1=0.1 in2 R2=7.4 in2 (1.5)DL Defl= -0.06 in.
Data Beam Span 11.0 ft
Beam Wt per ft 0# Reaction 1 TL 48# Reaction 2 TL 3002#
Bm Wt Included 0# Maximum V 2500# Overhang Length 1.0 ft
Max Moment 2500'# Max V(Reduced) 2500# Total Beam Length 12.0 ft
TL Max Defl L/240 TL Actual Defl L/<-1000 OH TL Actual Defl L/593
Attributes Section(in3) Shear(in2) TL Defl(in) OH TL Defl
Actual 63.28 33.75 -0.06 0.04
Critical 26.77 21.74 0.55 0.10
Status OK OK OK OK
Ratio 42% 64% 10% 40%
Fb(psi) Fv(psi) E(psi x mil) Fcl.(psi)
Values Reference Values 850 150 1.3 405
Adjusted Values 1121 173 1.3 405
Adjustments CF Size Factor 1.000
Cd Duration 1.15 1.15
Cr Repetitive 1.15
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
CI Stability @ OH 0.9971 Rb=5.30 Le= 1.87 Ft
Loads Uniform TL: 50 =A (Uniform Ld on Backspan)
Point TL Distance 1
F=2500 (OH) 1.0
Uniform Load A
Pt loads: F
R1 =48 R2=3002
BACKSPAN= 11 FT OH= 1 FT
Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2.
BEAM 1 3B VOELKER ENGINEERING 12058.
•
BeamChek v2007 licensed to: Voelker Engineering Reg#8111-1879 U F9
Prepared by:CV Date:9/11/12
Selection 5-1/8x 16-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=8.3 in2 R2=9.7 in2 (1.5)DL Defl= 0.61 in Recom Camber=0.92 in
Data Beam Span 16.75 ft
Beam Wt per ft 20.55# Reaction 1 TL 5399# Reaction 2 TL 6332#
Bm Wt Included 344# Maximum V 6332#
Max Moment 29720'# Max V(Reduced) 5410#
TL Max Defl L/240 TL Actual Defl L/328
Attributes Section(in3) Shear(in2) TL Defl(in)
Actual 232.55 84.56 0.61
Critical 130.42 29.40 0.84
Status OK OK OK
Ratio 56% 35% 73%
Fb(psi) Fv(psi) E(psi x mil) Fci.(psi)
Values Reference Values 2400 240 1.8 650
Adjusted Values 2735 276 1.8 650
Adjustments Cv Volume 0.991
Cd Duration 1.15 1.15
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform TL: 400 =A
Point TL Distance Par Unif TL Start End
B=2500 8.0 H =250 8.0 16.75
H
Uniform Load A
Pt loads:
0 0
R1 =5399 R2=6332
SPAN= 16.75 FT
Uniform and partial uniform loads are lbs per lineal ft.
Voelker Engineering, Inc. 09/11/12 Job# 12058
Simple span beams Sheet UF10
BEAM 18 4x8 HF#1
Length = 4.75 ft Width = 3.500 in LL/TL= 0.63
Load = 800 plf Depth = 7.250 in Rep = 1.15
Pt load = 0 lb E = 1500 ksi
R= 1900 lb V @ d = 1417 lb
M= 2256 lb-ft
fb= 883 psi< OK 1458 TL Defl. = 0.07 in L/ 875
fv = 84 psi < OK 173 LL Defl. = 0.03 in L/ 1,646
Support 1.3 in
Extended garage beam 5 1/2x19 1/2 GLB
Length = 18 ft Width = 5.500 in LL/TL = 0.63
Load = 750 plf Depth = 19.500 in LL DUR. = 1.15
Pt load = 5000 lb E = 1800 ksi
R= 9250 lb V @ d = 8031 lb
M= 52875 lb-ft
fb = 1895 psi < OK 2760 TL Defl. = 0.55 in L/ 395
fv = 112 psi < OK 276 LL Defl. = 0.29 in L/ 743
Support 4.2 in
Voelker Engineering, Inc. 01/29/13 Job# 12058
Simple span beams Sheet UF1 1 •
Beam over Kitchen (2) 5 1/4x11 1/4 PSL
Length= 16.4 ft Width = 10.500 in LL/TL= 0.80
Load = 663 plf Depth= 11.250 in LL DUR. = 1.00
Pt load= 0 lb E = 2000 ksi Rep= 1.00
R= 5437 lb V @ d= 4815 lb
M= 22290 lb-ft
fb= 1208 psi<OK 2900 TL Defl. = 0.48 in L/ 413
fv= 61 psi <OK 290 LL Defl. = 0.35 in L/ 568
Support 1.3 in
Voelker Engineering, Inc. 09/11/12 Job# 12058
Simple span beams Sheet MF1
Typ crawl space beam w/2 floors 4x10 HF#1
Length = 5.5 ft Width = 3.500 in LL/TL = 0.80
Load = 1175 plf Depth = 9.250 in LL DUR. = 1.00
Pt load = lb E = 1500 ksi
R= 3231 lb V @ d = 2326 lb
M= 4443 lb-ft
fb= 1068 psi< OK 1170 TL Defl. = 0.08 in L/ 859
fv= 108 psi< OK 150 LL Defl. = 0.06 in L/ 1,181
Support 2.3 in
Typ crawl space beam w/1 floor 4x10 HF#1
Length = 7 ft Width = 3.500 in LL/TL = 0.80
Load = 600 plf Depth = 9.250 in LL DUR. = 1.00
Pt load = 0 lb E = 1500 ksi
R= 2100 lb V @ d = 1638 lb
M= 3675 lb-ft
fb= 884 psi< OK 1170 TL Defl. = 0.10 in L/ 816
fv= 76 psi < OK 150 LL Defl. = 0.07 in L/ 1,122
Support 1.5 in
Voelker Engineering 12/31/09 Job# 12058 "
Sheet WI
2006 IBC-2005 NDS ! flt d 4f-dc
Wood Stud Design Ver 3.1 VE2009
INPUT
Axial P D= 240.0 (Ib/ft) (HF#2)
Axial P L= 0.0 (Ib/ft) E= 1 0 (psi) c= 0.80
Axial P S= 400.0 (lb/ft) Fc= 1300 (psi) COVe= 0.25
Wind w= 1 (psf) Fb= 850 (psi) Emin= 475
Stud B= .50 (in)
Stud D= 5.50 . )
Spacing= (ft oc) '
KL= 18.00 (ft
OUTPUT
A= (inA2) F*c= 1430 (psi) KUD= 39.27
I = 20.80 (in"4) F*b= 1148 (psi) Fce= 253
S= 7.56 (in"3) Pc= 243 (psi) Cp= 0.170
Case D+.75W+.75L+.75S
Load per Stud: Computed Stress:
P= 718.2 (lbs) fc= 87 (psi)
M= 484.8 (lb-ft) fb= 769 (psi)
Combined Axial and Bending Loads Axial"2+ Bending =Total
0.13 1.02 1.15 < 1.6 O.K.
fc/Fce = 0.34 < 1.6 O.K. /
Case D+W
Load per Stud: Computed Stress:
P= 319.2 (lbs) fc= 39 (psi)
M= 646.4 (lb-ft) fb= 1026 (psi)
Combined Axial and Bending Loads Axial"2+ Bending =Total
0.03 1.06 1.08 < 1.6 O.K.
fc/Fce = 0.15 < 1.6 O.K.
Case D+L+S
Load per Stud: Computed Stress:
P= 851.2 (lbs) fc= 103 (psi)
Axial Loading only, no bending
fc/F'c = 0.42 < 1 O.K.
Deflection at midspan= 1.39 (in) U 155
full wind load
Voelker Engineering, Inc. 01/28/16 Job# 12058.2
Sheet Ftg1
Stem wall analysis - Dining room beam
Point Load= 9.00 kip Conc. fc 2500 psi
Uniform load = 0.00 klf Rebar Fy 60 ksi
Footing Input
Wdth1 15.00 in Allow bearing 1500 psf
Thickness 7.00 in
Wall Input
Width = 6.00 in
Depth= 18.00 in
Require effective footing length 4.80 ft
One-way Shear, (45 degree load distribution assumed)
Length of 45 degree distribution= 4.17 ft
Vu@ "D" = 0.89 kip vu = 10 psi OK
Allow Vu= 85 psi
Flexure
Mu= 41.5 (k-in)
Req'd As= 0.06 (in"2) (1)#4 OK
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