Specifications (27) /14 S e70,5" ;2 7
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Voelker Engineering, Inc.
1911 116th Avenue NE, Bellevue, WA 98004 425-451-4946
DR Horton Plan A110 .,:n
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Structural Calculations
October 10, 2016
IN 15032
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 L1-16
Roofframing R1
Upper floor framing UF1-3
Main floor framing MF1
Foundations FTG1
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EXPIRES: 6/25/� 7
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Voelker Engineering, Inc.
1911 116th Avenue NE, Bellevue, WA 98004 425-451-4946
DR Horton Plan A110
Structural Calculations
October 7, 2016
JN 15032
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 L1-16
Roof framing R1
Upper floor framing UF1-3
Main floor framing MF1
Foundations FTG1
4,
Voelker Engineering, Inc. 04/03/15 Job 15032
1911 116th Avenue NE Page L1
Bellevue,WA 98004
DR Horton Plan A110
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)]
= 0.00256
Mean Sea Level = 0.00 ft
Air Density @ MSL = 0.0765 Ib/cu
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
15032 ASCE7-10.xls
Voelker Engineering, Inc. 04/03/15 Job 15032
1911 116th Avenue NE Page L2
Bellevue,WA 98004
DR Horton Plan A110
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< 15 ft
= 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 = 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 26.4 degrees
External Pressure Coefficient-Load Case A
(psf) (psf) (psf)
1 0.55 21.95 0.55 -0.55 -0.01 24.14
2 -0.1 21.95 0.55 -0.55 -14.26 9.89
3 -0.45 21.95 0.55 -0.55 -21.89 2.26
4 -0.39 21.95 0.55 -0.55 -20.65 3.5
1E 0.73 21.95 0.55 -0.55 3.9 28.05
2E -0.19 21.95 0.55 -0.55 -16.27 7.88
3E -0.59 21.95 0.55 -0.55 -24.92 -0.77
4E -0.54 21.95 0.55 -0.55 -23.82 0.33
p+ uses GCpi+ p-uses GCpi-
15032 ASCE7-10.xls
Voelker Engineering, Inc. 04/03/15 Job 15032
1911 116th Avenue NE Page L3
Bellevue,WA 98004
DR Horton Plan A110
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 16.63 3.17 12.38 2.04
Longitudinal Direction -
Load Horizontal Pressures
Case A B C D
1 16.63 3.17 12.38 2.04
15032 ASCE7-10.xls
Voelker Engineering, Inc. 04/03/15 Job 15032
1911 116th Avenue NE Page L4
Bellevue,WA 98004
DR Horton Plan A110
Light Wood Frame Construction? Y
Mean Roof Height 21 ft
Maximum Height 24 ft
Building Width 20 ft
Building Length 59 ft
Roof Plate Ht 18 ft
Upper Fl Plate Ht 9 ft
End Zone Calculations-Front to Rear Direction
.1xWidth 2.0
.4xHeight 8.4
.04xWidth 0.8 2.0
3.0 3.0
3.0 <---
End Zone Length= 3.0 ft
End Zone Calculations-Left to right Direction
.1xWidth 5.9
.4xHeight 8.4
.04xWidth 2.4 5.9
3.0 3.0
5.9 <---
End Zone Length= 5.9 ft
15032 ASCE7-10.xls
Voelker Engineering, Inc. 04/03/15 Job 15032
1911 116th Avenue NE Page L5
Bellevue,WA 98004
DR Horton Plan A110
Wind Analysis
FRONT TO REAR DIRECTION
Building Width 20 ft
Zone 1 Zone 2 Zone 3 Zone 4
Type 2 2 1 1
End Zone y Y y Y
Height Width Height Width Height Width Height Width
ft ft ft ft ft ft ft ft
24.0 5 24.0 5 24.0 0 24.0 0
18.0 10 18.0 10 18.0 0 18.0 0
9.0 10 9.0 10 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
12.38 16.63 12.38 16.63 2.04 3.17 2.04 3.17
12.38 16.63 12.38 16.63 12.38 16.63 12.38 16.63
12.38 16.63 12.38 16.63 12.38 16.63 12.38 16.63
Load to roof plate Vw= 2125 lb
Load to upper floor plate Vw= 2459 lb
Load to main floor plate Vw= 0 lb
Total= 4584 lb
Minimum Design Wind Loads ASCE 7-10
Total Wind Load= 3168 lb OK
15032 ASCE7-10.xls
Voelker Engineering, Inc. 04/03/15 Job 15032
1911 116th Avenue NE Page L6
Bellevue, WA 98004
DR Horton Plan A110
Wind Analysis
LEFT TO RIGHT DIRECTION
Building Width 59 ft
Zone A Zone B Zone C Zone D
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
24.0 30.5 24.0 30.5 24.0 0 24.0 0
18.0 29.5 18.0 29.5 18.0 0 18.0 0
9.0 29.5 9.0 29.5 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
2.04 3.17 2.04 3.17 2.04 3.17 2.04 3.17
12.38 16.63 12.38 16.63 12.38 16.63 12.38 16.63
12.38 16.63 12.38 16.63 12.38 16.63 12.38 16.63
Load to roof plate Vw= 4339 lb
Load to upper floor plate Vw= 7027 lb
Load to main floor plate Vw= 0 lb
Total= 11366 lb
Minimum Design Wind Loads ASCE 7-10
Total Wind Load= 9403 lb OK
15032 ASCE7-10.xls
Voelker Engineering, Inc. 04/03/15 Job 15032
1911 116th Avenue NE Page L7
Bellevue,WA 98004
DR Horton Plan A110
Lateral Analysis of Seismic forces(2012 IBC)
Distribution of Building Weight
Roof Area Weight Ave. height
ft^2 psf ft
1210 12.8 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 8 150
Upper Floor Area Weight Ave. height
ft^2 psf ft
1200 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 9 150
15032 ASCE7-10.xls
Voelker Engineering, Inc. 04/03/15 Job 15032
1911 116th Avenue NE Page L8
Bellevue,WA 98004
DR Horton Plan A110
Lateral Analysis of Seismic forces (2012 IBC)
Soil Class= D
le = 1.00
R = 6.50
Structure Height= 21 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 0.431
Cs= 0.162 Ultimate
Vs= 0.116 xWt
Working Stress
Distribution of Shear to Stories
Level Vs wx % Vs
Roof 2807 50517.2 0.635 3831 <---
Upper floor 3226 29032.7 0.365 2202 <---
Main floor 0 0 0.000 0 <---
Total 6032 79550 6032 lbs
Redundancy Check rho max= 1.00 Front/Rear
rho max= 1.00 Left/Right
15032 ASCE7-10.xls
Voelker Engineering, Inc. 04/03/15 Job 15032
1911 116th Avenue NE Page L9
Bellevue,WA 98004
DR Horton Plan A110
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
15032 ASCE7-10.xls
Voelker Engineering, Inc. 04/03/15 Job 15032
' 1911 116th Avenue NE Page L10
Bellevue, WA 98004
DR Horton Plan A110
Sub-diaphragms-Front/Rear
Zone 1 Zone 2 Zone 3 Zone 4
Roof 20 ft 0 ft 0 ft 0 ft
Upper 20 ft 0 ft 0 ft 0 ft
Force Distribution to Walls-Front/Rear Roof Plate Level
Sum of Walls Total
Grid 1 17 31 48
Grid 2 20 27 47
Grid 3 0
Grid 4 0
Grid 5 0
Trib. Vs Vw Wall Sum v Uplift
Grid 1 10.0 1915 1063 48 40 plf OK
Grid 2 10.0 1915 1063 47 41 plf OK
Grid 3 0.0 0 0 0
Grid 4 0.0 0 0 0
Grid 5 0.0 0 0 0
Totals 20 3831 2125
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
15032 ASCE7-10.xls
Voelker Engineering, Inc. 04/03/15 Job 15032
1911 116th Avenue NE Page L11
Bellevue,WA 98004
DR Horton Plan A110
Force Distribution to Walls-Front/Rear Upper Floor Plate Level
Sum of Walls Total
Grid 1 13 13 13 39
Grid 2 53 53
Grid 3 0
Grid 4 0
Grid 5 0
Trib. Vs Vw Wall Sum v Uplift
Grid 1 10.0 3016 2292 39 77 plf OK
Grid 2 10.0 3016 2292 53 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 20 6032 4584
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
15032 ASCE7-10.xls
Voelker Engineering, Inc. 04/03/15 Job 15032
1911 116th Avenue NE Page L12
Bellevue, WA 98004
DR Horton Plan A110
Sub-diaphragms-Left/Right
Zone A Zone B Zone C Zone D
Roof 22 ft 30 ft 0 ft 0 ft
Upper 22 ft 30 ft 0 ft 0 ft
Force Distribution to Walls-Left/Right Roof Plate Level
Sum of Walls Total
Grid A 4.75 4.75
Grid B 9.5 9.5
Grid C 3.75 3.75 7.5
Grid D 0
Grid E 0
Trib. Vs Vw Wall Sum v Uplift
Grid A 11.0 810 918 4.75 193 plf P6 1546
Grid B 26.0 1915 2170 9.5 228 plf P6 1827
Grid C 15.0 1105 1252 7.5 167 plf P6 1335
NDS 4.3 P6
Grid D 0.0 0 0 0
Grid E 0.0 0 0 0
Totals 52 3831 4339
Redundancy Check
Longest wall with H/L> 1.0
L vs %Vs rho
Grid A 4.75 810 0.21 1.00
Grid B 0 0 0.00 1.00
Grid C 3.75 553 0.14 1.00
Grid D 0 0 0.00 1.00
Grid E 0 0 0.00 1.00
15032 ASCE7-10.xls
Voelker Engineering, Inc. 04/03/15 Job 15032
1911 116th Avenue NE Page L13 •
Bellevue,WA 98004
DR Horton Plan A110
Force Distribution to Walls-Left/Right Upper Floor Plate Level
Sum of Walls Total
Grid A 2 2 4
Grid B 10 9 19
Grid C 3.33 3.33 6.66
Grid D 0
Grid E 0
Trib. Vs Vw Wall Sum v Uplift
Grid A 11.0 1276 2404 4 601 plf P3 4208
NDS 4.3 P2
Grid B 26.0 3016 5683 19 299 plf P4 2692
Grid C 15.0 1740 3279 6.66 492 plf P3 4431
NDS 4.3 P3
Grid D 0.0 0 0 0
Grid E 0.0 0 0 0
Totals 52 6032 11366
Redundancy Check
Longest wall with H/L> 1.0
L vs %Vs rho
Grid A 2 638 0.11 1.00
Grid B 0 0 0.00 1.00
Grid C 3.33 870 0.14 1.00
Grid D 0 0 0.00 1.00
Grid E 0 0 0.00 1.00
15032 ASCE7-10.xls
, : 1 5.•,3 L
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• VOELKER ENGINEERING, INC. 1 L 1
• SHEET NO. OF
1911 116th Avenue NE I
Bellevue, Washington 98004 1
CALCULATED BY DATE
425-451-4946
CHECKED BY DATE
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Voelker Engineering, Inc. 4/3/2015 Job 15032
•
1911 116th Avenue NE Page L15
Bellevue, WA 98004
DR Horton Plan A110
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 1915 53 36 plf 10.51 ft o.c. OK
Vw 1063 53 20 plf 18.95 ft o.c. OK
Grid 2
Vs 1915 55 35 plf 10.91 ft o.c. OK
Vw 1063 55 19 plf 19.67 ft o.c. OK
Left/Right
Grid A
Vs 810 20 41 plf 9.38 ft o.c. OK
Vw 918 20 46 plf 8.28 ft o.c. OK
Grid B
Vs 1915 20 96 plf 3.97 ft o.c. OK
Vw 2170 20 108 plf 3.50 ft o.c. OK
Grid C
Vs 1105 13.5 82 plf 4.64 ft o.c. OK
Vw 1252 13.5 93 plf 4.10 ft o.c. OK
15032 ASCE7-10.xls
JOB
VOELKER ENGINEERING, INC. G hS
SHEET NO OF
1911 116th Avenue NE
Bellevue, Washington 98004 CALCULATED BY 1/ DATE I CI i 1-/4,
•
425-451-4946
CHECKED BY DATE
SCALE
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Voelker Engineering, Inc. 04/03/15 Job# 15032
Simple span beams Sheet R1
Typ. Side header 4x8 HF#1
Length = 6.25 ft Width = 3.500 in LL/TL= 0.63
Load = 440 plf Depth = 7.250 in LL DUR. = 1.15
Pt load = 0 lb E = 1500 ksi Rep= 1.00
R= 1375 lb V @ d = 1109 lb
M= 2148 lb-ft
fb = 841 psi < OK 1458 TL Defl. = 0.11 in L/ 699
fv= 66 psi< OK 173 LL Defl. = 0.06 in L/ 1,314
Pitch = 0 /12 Support 1.0 in
Porch beam 4x8 HF#1
Length = 12.25 ft Width = 3.500 in LL/TL= 0.63
Load = 150 plf Depth = 7.250 in LL DUR. = 1.15
Pt load = 0 lb E = 1500 ksi Rep= 1.00
R= 919 lb V @ d = 828 lb
M= 2814 lb-ft
fb = 1101 psi < OK 1458 TL Defl. = 0.54 in L/ 272
fv= 49 psi< OK 173 LL Defl. = 0.29 in L/ 512
Support 0.6 in
Voelker Engineering, Inc. 04/03/15 Job# 15032 ,
Simple span beams Sheet UF1
Garage door 5 1/2x12 GLB
Length = 16.5 ft Width = 5.500 in LL/TL= 0.80
Load = 450 plf Depth = 12.000 in LL DUR. = 1.00
Pt load = 0 lb E = 1800 ksi Rep = 1.00
R= 3713 lb V@d = 3263 lb
M= 15314 lb-ft
fb= 1392 psi< OK 2400 TL Defl. = 0.58 in L/ 342
fv= 74 psi< OK 240 LL Defl. = 0.42 in L/ 470
Support 1.7 in
Garage center 5 1/2x15 GLB
Length = 19.75 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 Rep = 1.00
R= 4938 lb V @ d = 4313 lb
M= 24379 lb-ft
fb= 1452 psi < OK 2400 TL Defl. = 0.68 in L/ 350
fv= 78 psi < OK 240 LL Defl. = 0.49 in L/ 482
Support 2.2 in
Garage man-door header 4x6 HF#1
Length = 3.25 ft Width = 3.500 in LL/TL = 0.80
Load = 700 plf Depth = 5.500 in LL DUR. = 1.00
Pt load = 0 lb E = 1500 ksi Rep = 1.00
R= 1138 lb V@d = 817 lb
M= 924 lb-ft
fb = 629 psi< OK 1268 TL Defl. = 0.03 in L/ 1,469
fv= 64 psi < OK 150 LL Defl. = 0.02 in L/ 2,019
Support 0.8 in
Beam over great room 5 1/2x16 1/2 GLB
Length = 19.75 ft Width = 5.500 in LL/TL= 0.80
Load = 825 plf Depth = 16.500 in LL DUR. = 1.00
Pt load = 0 lb E = 1800 ksi Rep = 1.00
R= 8147 lb V @ d = 7013 lb
M= 40225 lb-ft
fb = 1999 psi< OK 2400 TL Defl. = 0.84 in L/ 283
fv= 116 psi< OK 240 LL Defl. = 0.61 in L/ 389
Support 3.7 in
Voelker Engineering, Inc. 04/03/15 Job# 15032
Simple span beams Sheet UF2
Sliding glass door header 4x8 HF#1
Length = 6.25 ft Width = 3.500 in LL/TL= 0.63
Load = 500 plf Depth = 7.250 in LL DUR. = 1.15
Pt load = 0 lb E = 1500 ksi Rep = 1.00
R= 1563 lb V @ d = 1260 lb
M= 2441 lb-ft
fb= 955 psi < OK 1458 TL Defl. = 0.12 in L/ 615
fv= 75 psi < OK 173 LL Defl. = 0.06 in L/ 1,156
Support 1.1 in
Front rim over entry 2x12 HF#2
Length = 7.5 ft Width = 1.500 in LL/TL = 0.80
Load = 250 plf Depth = 11.250 in LL DUR. = 1.00
Pt load = 0 lb E = 1300 ksi Rep = 1.00
R= 938 lb V@ d = 703 lb
M= 1758 lb-ft
fb= 667 psi < OK 850 TL Defl. = 0.08 in L/ 1,064
fv= 63 psi < OK 150 LL Defl. = 0.06 in L/ 1,463
Support 1.5 in
Great room window header 4x8 HF#1
Length = 5.25 ft Width = 3.500 in LL/TL = 0.63
Load = 450 plf Depth = 7.250 in LL DUR. = 1.15
Pt load = 640 lb E = 1500 ksi Rep= 1.00
R= 1501 lb V @ d = 1229 lb
M= 2390 lb-ft
fb = 936 psi< OK 1458 TL Defl. = 0.08 in L/ 804
fv = 73 psi < OK 173 LL Defl. = 0.04 in L/ 1,512
Support 1.1 in
Porch beam 4x8 HF#1
Length = 6 ft Width = 3.500 in LL/TL= 0.63
Load = 200 plf Depth = 7.250 in LL DUR. = 1.15
Pt load = 1800 lb E = 1500 ksi Rep = 1.00
R= 1500 lb V @ d = 1379 lb
M= 3600 lb-ft
fb= 1409 psi < OK 1458 TL Defl. = 0.14 in L/ 511
fv= 82 psi < OK 173 LL Defl. = 0.07 in L/ 961
Support 1.1 in
15032
UF3
BeamChek v2007 licensed to: VOELKER ENGINEERING Reg#8111-1879
Porch side beam
Date:4/03/15
Selection 3-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=4.1 in2 R2=3.3 in2 (1.5)DL Defl= 0.18 in Recom Camber=0.28 in
Data Beam Span 10.0 ft Reaction 1 LL 1339# Reaction 2 LL 1003#
Beam Wt per ft 7.97# Reaction 1 TL 2660# Reaction 2 TL 2120#
Bm Wt Included 80# Maximum V 2660#
Max Moment 6964'# Max V(Reduced) 2215#
TL Max Defl L/240 TL Actual Defl L/409
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl
Actual 57.42 32.81 0.29 0.11
Critical 30.28 12.04 0.50 0.33
Status OK OK OK OK
Ratio 53% 37% 59% 33%
Fb(psi) Fv(psi) E(psi x mil) Fc±(psi)
Values Reference Values 2400 240 1.8 650
Adjusted Values 2760 276 1.8 650
Adjustments Cv Volume 1.000
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 LL Point TL Distance Par Unif LL Par Unif TL Start End
200 B=900 6.0 277 H=500 0 6.0 1
120 I =200 6.0 10.0
I
H
Pt loads:
. .
R1 =2660 R2=2120
SPAN= 10 FT
Uniform and partial uniform loads are lbs per lineal ft.
Voelker Engineering, Inc. 04/03/15 Job# 15032
Simple span beams Sheet MF1
I
Typ crawl space beam 4x8 HF#1
Length = 5.33 ft Width = 3.500 in LL/TL= 0.80
Load = 650 plf Depth = 7.250 in LL DUR. = 1.00
Pt load = 0 lb E = 1500 ksi Rep= 1.00
R= 1732 lb V @ d = 1340 lb
M= 2308 lb-ft
fb= 903 psi< OK 1268 TL Defl. = 0.08 in L/ 821
fv= 79 psi< OK 150 LL Defl. = 0.06 in L/ 1,129
Support 1.2 in
Beam at stairs 4x10 HF#1
Length = 6.25 ft Width = 3.500 in LL/TL = 0.80
Load = 950 plf Depth = 9.250 in LL DUR. = 1.00
Pt load = 0 lb E = 1500 ksi Rep = 1.00
R= 2969 lb V @ d = 2236 lb
M= 4639 lb-ft
fb= 1115 psi < OK 1170 TL Defl. = 0.10 in L/ 724
fv = 104 psi < OK 150 LL Defl. = 0.08 in L/ 995
Support 2.1 in
Voelker Engineering, Inc. 04/03/15 Job# 15032 t
Simple span beams Sheet FTG1 •
•
Footing at stair wall Allowable bearing 1500 psf
Span = 5.33 ft
Load w= 950 plf
Load p = 0 lb 30"dia Round footing
Reaction = 5064 lb Allow P = 7365 lb
Footings at great room
Span = 5.33 ft
Load w= 650 plf
Load p= 0 lb 24"dia Round footing
Reaction = 3465 lb Allow P = 4710 lb
V
•
Nov 1 7 2016
BeamChek v2014 licensed to: Voelker Engineering Reg#8111-1879 i l l$ ;
B ,.
Plan A110 Front Porch beam
150 32 Date:2/25/16
Selection 4x 10 HF#1 Lu=0.0 Ft Lu @OH= 1.0 FJ
Conditions NDS 2012,Overhang
Min Bearing Area R1=0.3 in' R2=7.4 in' (1.5)DL Defl= <0.01 in.
Data Beam Span 7.0 ft Reaction 1 LL -191 # Reaction 2 LL 1526#
Beam Wt per ft 7.87# Reaction 1 TL 136# Reaction 2 TL 3007#
Bm Wt Included 63# Maximum V 2248# Overhang Length 1.0 ft
Max Moment 2184'# Max V(Reduced) 2149# Total Beam Length 8.0 ft
TL Max Defl L/240 TL Actual Defl L/<-1000 OH TL Actual Defl L/>1000
LL Max Defl L/360 LL Actual Defl L/<-1000 OH LL Actual Defl L/>1000
Attributes Section(in') Shear(in') TL Defl(in) LL Defl OH TL Defl OH LL Defl
Actual 1 49.91 32.38 -0.01 -0.02 0.02 0.02
Critical 19.52 18.69 0.35 0.23 0.10 0.07
Status OK OK OK OK OK OK
Ratio 39% 58% 3% 9% 20% 27%
Fb(psi) Fv(psi) E(psi xmil) Fc I(psi)
Values Reference Values 975 150 1.5 405
Adjusted Values 1343 173 1.5 405
Adjustments CF Size Factor 1.200
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 0.9980 Rb=4.32 Le=2.06 Ft
Loads Uniform TL: 120 =A (Uniform Ld on Backspan)
Point LL Point TL Distance Par Unit TL Start End
1335 F=2120 (OH) 1.0 K= 120 (OH) 0 1.0
eid-• 2 ' 16
G
� t �Fi,J
w
1_ 13,2 %�'_
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Uniform Load A K C) 1i q4 Q�
Pt loads: E �i '4 -4 Y8 vo .
. . 0
1 FT
R1 =136 R2=3007 ,EXPIRES: 6/25/ / J
BACKSPAN=7 FT OH= J
Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2.