Specifications (46) At s
Voelker Engineering, Inc. Sc��"?
1911 116`h Avenue NE,Bellevue, WA 98004 425-451-4946
DR Horton Plan 3710
Heritage Crossing Lot 24
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Structural Calculations � 5v
October 19, 2016 1 It „ Di Vi lflrc
JN11069
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 L1-17
Roof framing R1-2
Upper floor framing UF1-7
Main floor framing MF1
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Voelker Engineering, Inc.
1911 116th Avenue NE, Bellevue, WA 98004
425-451-4946
DR Horton Plan 3710
Structural Calculations
December 9, 2015
IN 11069
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 L1-17
Roof framing R1-2
Upper floor framing UF1-7
Main floor framing MF1
Job 11069
Voelker Engineering, Inc. 12/09/15Page L1
1911 116th Avenue NE
Bellevue,WA 98004
DR Horton Plan 3710
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
T
System pe Structure Type Equation
Y Y
Main Wind-Force Low-Rise Buildings p gh•[(GCpf)-(GCpi)]
: at mean roof height h
Resisting System Gable Roof qh 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
11069 ASCE7-10
Voelker Engineering, Inc. 12/09/15 Job 11069
1911 116th Avenue NE Page L2
Bellevue, WA 98004
DR Horton Plan 3710
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 30.1 degrees 1 -0.55
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-
11069 ASCE7-10
Voelker Engineering, Inc. 12/09/15 Job 11069
1911 116th Avenue NE Page L3
Bellevue,WA 98004
DR Horton Plan 3710
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 5.28 12.25 4.23
Longitudinal Direction
Load Horizontal Pressures
Case A B C D
1 15.41 5.28 12.25 4.23
11069 ASCE7-10
Voelker Engineering, Inc. 12/09/15
1911 116th Avenue NE Job 11069
Bellevue, WA 98004 Page L4
DR Horton Plan 3710
Light Wood Frame Construction? Y
Mean Roof Height 21.5 ft
Maximum Height 25 ft
Building Width 22 ft
Building Length 53 ft
Roof Plate Ht 18 ft
Upper Fl Plate Ht 9 ft
End Zone Calculations-Front to Rear Direction
.1xWidth 2.2
.4xHeight 8.6
.04xWidth 0.9 2.2
3.0 3.0
3.0 <---
End Zone Length= 3.0 ft
End Zone Calculations-Left to right Direction
.1xWidth 5.3
.4xHeight 8.6
.04xWidth 2.1 5.3
3.0 3.0
5.3 <---
End Zone Length= 5.3 ft
11069 ASCE7-10
Job 11069
Voelker Engineering, Inc. 12/09/15Page L5
1911 116th Avenue NE
Bellevue,WA 98004
DR Horton Plan 3710
Wind Analysis
FRONT TO REAR DIRECTION
Building Width 22 ft Zone 4
Zone 1 Zone 2 Zone 3
1
Type 2 2 1 y
End Zone Y y Y
Height Width Height Width Height Width Height Width
ft ft ft ft ft ft ft ft
25.0 5.5 25.0 5.5 25.0 0 25.0 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 4
Zone 1 Zone 2 Zone 3
End Zone End Zone End Zone End Zone
12.25 15.41 12.25 15.41 4.23 5.28 4.23 5.28
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= 2374 lb
Load to upper floor plate Vw= 2596 lb
Load to main floor plate Vw= 0 lb
Total= 4970 lb
Minimum Design Wind Loads ASCE 7-10
Total Wind Load= 3590.4 lb OK
11069 ASCE7-10
7mmmmmmmmmMMM.M................l.11MIIlIM1IIIIIIIIII1IIIIIIl
V19oelker11116th EngineeringAvenueNE, Inc. 12/09/15 JobPage L611069
Bellevue, WA 98004
DR Horton Plan 3710
Wind Analysis
LEFT TO RIGHT DIRECTION
Building Width 53 ft
Zone A Zone B Zone C
Type 1 1 Zone D
1 1
End Zone y y y
Height Width Height Width Height Width Height y Width
ft ft ft ft ft ft ft ft
25.0 27.5 25.0 27.5 25.0 0 25.0 0
18.0 26.5 18.0 26.5 18.0 0 18.0 0
9.0 26.5 9.0 26.5 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
4.23 5.28 4.23 5.28 4.23 5.28 4.23 5.28
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= 4779 lb
Load to upper floor plate Vw=
6145 lb
Load to main floor plate Vw= 0 lb
Total= 10924 lb
Minimum Design Wind Loads ASCE 7-10
Total Wind Load= 8717 lb OK
11069 ASCE7-10
Job 11069
Voelker Engineering, Inc. 12/09/15 Page L7
1911 116th Avenue NE
Bellevue,WA 98004
DR Horton Plan 3710
Lateral Analysis of Seismic forces (2012 IBC)
Distribution of Building Weight
Roof Area Weight Ave. height
ft^2 psf ft
1344 13.1 18
Interior walls Wall Wt Wall Ht Wall L
psf ft ft
6.5 8 160
Exterior walls Wall Wt Wall Ht Wall L
psf ft ft
8 8 166
Upper Floor Area Weight Ave. height
ft^2 psf ft
1230 10 9
Interior walls Wall Wt Wall Ht Wall L
psf ft ft
6.5 9 75
Exterior walls Wall Wt Wall Ht Wall L
psf ft ft
8 9 150
11069 ASCE7-10
V1911oelker116th EngineeringAvenueNE, Inc. 12/09/15 JobPage L8 11069
Bellevue, WA 98004
DR Horton Plan 3710
Lateral Analysis of Seismic forces(2012 IBC)
Soil Class= D
le = 1.00
R = 6.50
Structure Height= 21.5 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= 0.20 Seconds
Cs Determination(ASCE 7)
Sds/(R/le) 0.162
Sd1/(R/le)/T 0.424
Cs= 0.162 Ultimate
Vs= 0.116 x Wt
Working Stress
Distribution of Shear to Stories
Level Vs wx % Vs
Roof 3139 56501.68 0.649 4242 <___
Upper floor 3401 30607.31 0.351 2298 <___
Main floor 0 0 0.000 0
Total 6540 87109 6540 lbs
Redundancy Check rho max= 1.00 Front/Rear
rho max= 1.30 Left/Right
11069 ASCE7-10
Job 11069
Voelker Engineering, Inc. 12/09/15Page L9
1911 116th Avenue NE
Bellevue,WA 98004
DR Horton Plan 3710
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
11069 ASCE7-10
Voelker Engineering, Inc. 12/09/15 Job 11069
1911 116th Avenue NE Page L10
Bellevue, WA 98004
DR Horton Plan 3710
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
Force Distribution to Walls-Front/Rear Roof Plate Level
Sum of Walls
Grid 1 17 Total
4 6 17 44
Grid 2 26 21
Grid 3 47
Grid 4 0
Grid 5 0
0
Trib. Vs Vw Wall Sum v Uplift
Grid 1 11.0 2121 1187 44 48 plf OK
Grid 2 11.0 2121 1187 47 45 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 4242 2374
Redundancy Check
Longest wall with H/L> 1.0
L vs %Vs rho
Grid 1 6 289 0.07 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
11069 ASCE7-10
Voelker Engineering, Inc. 12/09/15 Job 11069
1911 116th Avenue NE Page L11
Bellevue,WA 98004
DR Horton Plan 3710
Force Distribution to Walls-Front/Rear Upper Floor Plate Level
Total
Sum of Walls 44
Grid 1 31 13 34
Grid 2 20 19 0
Grid 3 0
Grid 4 0
Grid 5
Trib. Vs Vw Wall Sum v Uplift
Grid 1 11.0 3270 2485 44 74 plf OK
Grid 2 11.0 3270 2485 39 84 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 6540 4970
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
11069 ASCE7-10
Voelker Engineering, Inc. 12/09/15 Job 11069
1911 116th Avenue NE Page L12
Bellevue, WA 98004
DR Horton Plan 3710
Sub-diaphragms-Left/Right
Zone A Zone B Zone C Zone D
Roof 33 ft 22 ft 0 ft 0 ft
Upper 32 ft 19 ft 0 ft 0 ft
Force Distribution to Walls-Left/Right Roof Plate Level
Sum of Walls Total
Grid A 3.5 3.3
6.8
Grid B 11.5 11.5
Grid C 3.5 3.3 3.5 3.3 13.6
Grid D
Grid E 0
0
Trib. Vs Vw Wall Sum v Uplift
Grid A 16.5 1654 1434 6.8 243 plf P4 1946
NDS 4.3 P4
Grid B 27.5 2757 2389 11.5 240 plf P6 1918
Grid C 11.0 1103 956 13.6 81 plf OK
NDS 4.3 Ok
Grid D 0.0 0 0 0
Grid E 0.0 0 0 0
Totals 55 5514 4779
Redundancy Check
Longest wall with H/L> 1.0
L vs %Vs rho
Grid A 3.5 852 0.15 1.00
Grid B 0 0 0.00 1.00
Grid C 3.5 284 0.05 1.00
Grid D 0 0 0.00 1.00
Grid E 0 0 0.00 1.00
11069 ASCE7-10
Voelker Engineering, Inc. 12/09/15 Job 11069
1911 116th Avenue NE Page L13
Bellevue,WA 98004
DR Horton Plan 3710
Force Distribution to Walls-Left/Right Upper Floor Plate Level
Sum of Walls Total
Grid A 5.25 5.25
Grid B 8.5 8.5
Grid C 00
Grid D 0
Grid E
Trib. Vs Vw Wall Sum v Uplift
Grid A 17.0 2613 3405 5.25 649 plf 2P2 5837
Grid B 36.0 5889 7520 8.5 885 plf 2P2 7962
Grid C 0.0 0 0 0
Grid D 0.0 0 0 0
Grid E 0.0 0 0 0
Totals 53 8502 10925
Redundancy Check
Longest wall with H/L> 1.0
L vs %Vs rho
Grid A 5.25 2613 0.31 1.00
Grid B 8.5 5889 0.69 1.30
Grid C 0 0 0.00 1.00
Grid D 0 0 0.00 1.00
Grid E 0 0 0.00 1.00
11069 ASCE7-10
JOB 11067
• VOELKER ENGINEERING, INC. L I 4
1
1911 116th Avenue NE SHEET NO. OF
Bellevue, Washington 98004 CALCULATED BY DATE 8' 11f- //
425-451-4946
CHECKED BY DATE
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1911 116th Avenue NE O. )/• l
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425-451-4946 CHECKED BY DATE
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Voelker Engineering, Inc. 12/9/2015 Job 11069
1911 116th Avenue NE Page L16
Bellevue,WA 98004
DR Horton Plan 3710
Roof Boundary Shear
Simpson RBC clips allow shear 380 lb
16d @ 6"o.c.at gable end 285 lb
Front/Rear Typ. Eave Typ. Gable
Grid 1 Plate Len. v RBC spacing 16d @ 6"o.c.
Vs 2121 53 40 plf 9.50 ft o.c. OK
Vw 1187 53 22 plf 16.97 ft o.c. OK
Grid 2
Vs 2121 53 40 plf 9.50 ft o.c. OK
Vw 1187 53 22 plf 16.97 ft o.c. OK
Left/Right
Grid A
Vs 1654 14 118 plf 3.22 ft o.c. OK
Vw 1434 14 102 plf 3.71 ft o.c. OK
Grid B
Vs 2757 10.5 263 plf 1.45 ft o.c. OK
Vw 2389 10.5 228 plf 1.67 ft o.c. OK
Grid C
Vs 1103 22 50 plf 7.58 ft o.c. OK
Vw 956 22 43 plf 8.75 ft o.c. OK
11069 ASCE7-10
Voelker Engineering, Inc. 12/9/2015 Job 11069
1911 116th Avenue NE Page L17
Bellevue,WA 98004
DR Horton Plan 3710
Lateral Analysis of Wood Diaphragm in Rotation.(IBC 2305)
Diaphragm Blocked?Y/N Y
End Wall Length 10.5 (ft) Max Shear 4.970 (kips)
Side Wall 1 Length 44 (ft) G= 90000 (psi)
Side Wall 2 Length 39 (ft) E= 1400000 (psi)
Wall Height 9 (ft)
Diaphragm Width 22 (ft)-- Parallel to open side
Diaphragm Length 20 (ft)
Horz. Plywood 0.75 (in)
Wall plywood 0.44 (in)
Edge Nail Spacing 6 "oc
Anchorage Slip 0.04 (in)
Seasoned Lumber 0.5 (.5=Yes, 1=No)
End Wall v= 473 (plf)
Deflection D= 0.21 (in)
Wall 1 v= 51 (plf)
Deflection D= 0.11 (in)
Wall 2 v= 58 (plf)
Deflection D= 0.12 (in)
Diaphragm v= 226 (plf)
Deflection D= 0.19 (in)
11069 ASCE7-10
JOB PO 6
VOELKER ENGINEERING, INC.
SHEET NO. t
1911 116th Avenue NE OF
Bellevue, Washington 98004 CALCULATED BY DATE ge f y. /1
425-451-4946
CHECKED BY DATE
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VOELKER ENGINEERING, INC. SHEET NO. V`` OF
1911 116th Avenue NE DATE g ' ! c�1
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Bellevue, Washington 98004 CALCULATED BY
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JOB 1106f
VOELKER ENGINEERING, INC. SHEET NO.
1911 116th Avenue NE OF
Bellevue, Washington 98004 CALCULATED BY DATE C. J/- L
425-451-4946
CHECKED BY DATE
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VOELKER ENGINEERING `'�S 3
a6td"" Go'r'es- s-.�t•��
BeamC ek v2007 lice to:Voelker Engineering Reg#8111-1879
Prepared by:CV Date:8/19/11
Selection 4x 12 HF#1 Lu=0.0 Ft Lu§OH=2.75 Ft
Conditions NDS 2005,Overhang
Min Bearing Area R1=1.9 in2 R2=7.6 in2 (1.5)DL Defl= -0.15 in.
Data Beam Span 9.5 ft
Beam Wt per ft 9.57# Reaction 1 TL 752# Reaction 2 TL 3098#
Bm Wt Included 117# Maximum V 2934# Overhang Length 2.75 ft
Max Moment 4377'# Max V(Reduced) 2878# Total Beam Length 12.25 ft
TL Max Defl L/240 TL Actual Defl L/797 OH TL Actual Defl L/439
Attributes Section(in') Shear(in2) TL Defl(in) OH TL Defl
Actual 73.83 39.38 0.14 -0.15
Critical 42.76 25.03 0.48 0.28
Status OK OK OK OK
Ratio 58% 64% 30% 55%
Fb(psi) Fv(psi) E(psi x mil) Fc (psi)
Values Reference Values 975 150 1.5 405
Adjusted Values 1228 173 1.5 405
Adjustments CF Size Factor 1.100
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 0.9959 Rb=6.35 Le=3.66 Ft
Loads Uniform TL: 50 =A (Uniform Ld on Backspan)
Point TL Distance Par Unif TL Start End l
B=3120 8.0 K=50 (OH) 0 2.75
Uniform Load A K 1
Pt loads: El
R1 =752
R2 098
BACKSPAN=9.5 FT OH=2.75 FT
Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2.
JOB ji067
. VOELKER ENGINEERING, INC. a SHEET NO. "
1911 116th Avenue NE OF
Bellevue, Washington 98004 CALCULATED BY DATE $ ' I l'i,
425-451-4946
CHECKED BY DATE
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VOELKER ENGINEERING lav 11
ar 7
BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879
Prepared by:CV Date:8/19/11
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=6.8 in2 (1.5)DL Defl= 0.53 in Recom Camber=0.80 in
Data Beam Span 16.5 ft
Beam Wt per ft 20.55# Reaction 1 TL 5403# Reaction 2 TL 4446#
Bm Wt Included 339# Maximum V 5403#
Max Moment 25601 'It Max V(Reduced) 4619#
TL Max Defl L/240 TL Actual Defl L/370
Attributes Section(in3) Shear(in3) TL Defl(in)
Actual 232.55 84.56 0.53
Critical 112.17 25.10 0.83
Status OK OK OK
Ratio 48% 30% 65%
Fb(psi) Fv(psi) E(psi x mil) Fc l (psi)
Values Reference Values 2400 240 1.8 650
Adjusted Values 2739 276 1.8 650
Adjustments Cv Volume 0.992
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
Point TL Distance Par Unif TL Start End
B=3100 10.0 H=550 0 10.0
I= 140 10.0 16.5
H
Pt loads:
R1 =5403
R2=4446
SPAN=16.5 FT
Uniform and partial uniform loads are lbs per lineal ft.
JOB 1 to 6 Y
VOELKER ENGINEERING, INC. SHEET NO. ��IS j
NE OF JG�
Bellevue1911, Washington116thAvenue 98004 CALCULATED BY DATE `� */7; `
425-451-4946
CHECKED BY DATE
SCALE
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PRODUCT 201-1(SageSANk)205-1(Paddld)