Specifications (11) 4467-1\v/cc-01`$
• Voelker Engineering, Inc. I�`/?U S hi / ' %rtv.
1911 116th Avenue NE,Bellevue, WA 98004 425-451-4946
DR Horton Plan A112
Heritage CrossingLot 53 E.�°�f �.
Tigard, OregonT, 9 °'
CITY OF TIC7,1,ra,
l UlLDIN~ DIVISION
Structural Calculations
October 6, 2016
JN 15033
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 L1-15
Roof framing R1
Upper floor framing UF1-4
Main floor framing MF1
Foundations FTG1
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IMP OREGON
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EXPIRES: 6/25/ /1
1
Voelker Engineering, Inc.
1911 116th Avenue NE, Bellevue, WA 98004 425-451-4946
DR Horton Plan A112
Structural Calculations
April 4, 2015
JN 15033
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 L1-15
Roof framing R1
Upper floor framing UF1-4
Main floor framing MF1
Foundations FTG1
Voelker Engineering, Inc. 04/04/15 Job 15033
1911 116th Avenue NE Page L1
Bellevue,WA 98004
DR Horton Plan A112
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 : qh•[(GCpf)-(GCpi)]
Resisting System Gable Roof qh : at mean roof height h
GCpf : Figure 28.4-1
GCpf : 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
'/ • [(Air density lb/cult)/(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 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
15033 ASCE7-10.xls
Voelker Engineering, Inc. 04/04/15 Job 15033
1911 116th Avenue NE Page L2
Bellevue,WA 98004
DR Horton Plan A112
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)^(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 = 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-
15033 ASCE7-10.xls
Voelker Engineering, Inc. 04/04/15 Job 15033
1911 116th Avenue NE Page L3
Bellevue,WA 98004
DR Horton Plan A112
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
15033 ASCE7-10.xls
Voelker Engineering, Inc. 04/04/15 Job 15033
1911 116th Avenue NE Page L4
Bellevue, WA 98004
DR Horton Plan A112
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
15033 ASCE7-10.xls
Voelker Engineering, Inc. 04/04/15 Job 15033 ,
1911 116th Avenue NE Page L5
Bellevue,WA 98004
DR Horton Plan A112
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
15033 ASCE7-10.xls
• Voelker Engineering, Inc. 04/04/15 Job 15033
1911 116th Avenue NE Page L6
Bellevue, WA 98004
DR Horton Plan A112
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
15033 ASCE7-10.xls
Voelker Engineering, Inc. 04/04/15 Job 15033
1911 116th Avenue NE Page L7
Bellevue,WA 98004
DR Horton Plan A112
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
15033 ASCE7-10.xls
Voelker Engineering, Inc. 04/04/15 Job 15033
1911 116th Avenue NE Page L8
Bellevue,WA 98004
DR Horton Plan A112
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
15033 ASCE7-10.xls
Voelker Engineering, Inc. 04/04/15 Job 15033
1911 116th Avenue NE Page L9
Bellevue,WA 98004
DR Horton Plan A112
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
15033 ASCE7-10.xls
Voelker Engineering, Inc. 04/04/15 Job 15033
1911 116th Avenue NE Page L10
Bellevue, WA 98004
DR Horton Plan A112
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 23 25 48
Grid 2 25 25 50
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 50 38 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
15033 ASCE7-10.xls
Voelker Engineering, Inc. 04/04/15 Job 15033
1911 116th Avenue NE Page L11
Bellevue, WA 98004
DR Horton Plan A112
Force Distribution to Walls-Front/Rear Upper Floor Plate Level
Sum of Walls Total
Grid 1 53.5 53.5
Grid 2 13 7 4 18 42
Grid 3 0
Grid 4 0
Grid 5 0
Trib. Vs Vw Wall Sum v Uplift
Grid 1 10.0 3016 2292 53.5 56 plf OK
Grid 2 10.0 3016 2292 42 72 plf OK
NDS 4.3 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 7 503 0.08 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
15033 ASCE7-10.xls
Voelker Engineering, Inc. 04/04/15 Job 15033
1911 116th Avenue NE Page L12
Bellevue,WA 98004
DR Horton Plan A112
Sub-diaphragms-Left/Right
Zone A Zone B Zone C Zone D
Roof 32 ft 20 ft 0 ft 0 ft
Upper 20 ft 34 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 11.5 11.5
Grid C 3.17 3.17 6.34
Grid D 0
Grid E 0
Trib. Vs Vw Wall Sum v Uplift
Grid A 16.0 1179 1335 4.75 281 plf P4 2249
Grid B 26.0 1915 2170 11.5 189 plf P6 1509
Grid C 10.0 737 834 6.34 132 plf P6 1053
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 1179 0.31 1.00
Grid B 0 0 0.00 1.00
Grid C 3.17 368 0.10 1.00
Grid D 0 0 0.00 1.00
Grid E 0 0 0.00 1.00
15033 ASCE7-10.xls
Voelker Engineering, Inc. 04/04/15 Job 15033 .
1911 116th Avenue NE Page L13
Bellevue,WA 98004
DR Horton Plan A112
Force Distribution to Walls-Left/Rinht Upper Floor Plate Level
Sum of Walls Total
Grid A 2 2 4
Grid B 12.2 3.9 16.1
Grid C 2.75 2.75 5.5
Grid D 0
Grid E 0
Trib. Vs Vw Wall Sum v Uplift
Grid A 10.0 1586 2636 4 659 plf P2 4614
NDS 4.3 P2 6ft plate
Grid B 27.0 3016 5683 16.1 353 plf P4 3177
NDS 4.3 P6
Grid C 17.0 1430 3047 5.5 554 plf P3 4985
NDS 4.3 P3
Grid D 0.0 0 0 0
Grid E 0.0 0 0 0
Totals 54 6032 11366
Redundancy Check
Longest wall with H/L> 1.0
L vs %Vs rho
Grid A 2 793 0.13 1.00
Grid B 3.9 731 0.12 1.00
Grid C 2.75 715 0.12 1.00
Grid D 0 0 0.00 1.00
Grid E 0 0 0.00 1.00
15033 ASCE7-10.xls
. JOB
VOELKER ENGINEERING, INC. SHEET NO. Li 4 OF
1911 116th Avenue NE 4/- 414 )3"
Bellevue, Washington 98004 CALCULATED BY DATE
425-451-4946
CHECKED BY DATE
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•
• Voelker Engineering, Inc. 4/4/2015 Job 15033
1911 116th Avenue NE Page L15
Bellevue,WA 98004
DR Horton Plan A112
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 1179 20 59 plf 6.45 ft o.c. OK
Vw 1335 20 67 plf 5.69 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 737 12.33 60 plf 6.36 ft o.c. OK
Vw 834 12.33 68 plf 5.61 ft o.c. OK
15033 ASCE7-10.xls
•
Voelker Engineering, Inc. 04/04/15 Job# 15033
Simple span beams Sheet R1
Typ. Side header 4x6 HF#1
Length = 5.25 ft Width = 3.500 in LL/TL= 0.63
Load = 440 plf Depth = 5.500 in LL DUR. = 1.15
Pt load = 0 lb E = 1500 ksi Rep = 1.00
R= 1155 lb V @ d = 953 lb
M= 1516 lb-ft
fb = 1031 psi< OK 1458 TL Defl. = 0.12 in L/ 515
fv= 74 psi< OK 173 LL Defl. = 0.07 in L/ 968
Pitch = 0 /12 Support 0.8 in
Porch beam 4x10 HF#1
Length = 14 ft Width = 3.500 in LL/TL = 0.63
Load = 125 plf Depth = 9.250 in LL DUR. = 1.15
Pt load = 0 lb E = 1500 ksi Rep= 1.00
R= 875 lb V @ d = 779 lb
M= 3063 lb-ft
fb= 736 psi< OK 1346 TL Defl. = 0.37 in L/ 454
fv = 36 psi < OK 173 LL Defl. = 0.20 in L/ 855
Support 0.6 in
Voelker Engineering, Inc. 04/04/15 Job# 15033
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 LI 2,019
Support 0.8 in
Beam over great room 5 1/2x12 GLB
Length = 14 ft Width = 5.500 in LL/TL= 0.80
Load = 525 plf Depth = 12.000 in LL DUR. = 1.00
Pt load = 0 lb E = 1800 ksi Rep= 1.00
R= 3675 lb V @ d = 3150 lb
M= 12863 lb-ft
fb = 1169 psi< OK 2400 TL Defl. = 0.35 in L/ 480
fv= 72 psi < OK 240 LL Defl. = 0.25 in L/ 660
Support 1.6 in
Voelker Engineering, Inc. 08/18/15 Job# 15033
Simple span beams Sheet UF2 ,
Beam over dining (2) 51/4x11 1/4 PSL
Length = 19.75 ft Width = 10.500 in LL/TL= 0.80
Load = 500 plf Depth = 11.250 in LL DUR. = 1.00
Pt load = 0 lb E = 2000 ksi Rep = 1.00
R= 4938 lb V@ d = 4469 lb
M= 24379 lb-ft
fb= 1321 psi< OK 2900 TL Defl. = 0.76 in L/ 314
fv= 57 psi < OK 290 LL Defl. = 0.55 in L/ 431
Support 1.2 in
• 15033
• UF3
BeamChek v2007 licensed to: VOELKER ENGINEERING Reg#8111-1879
Sliding glass door header
Date:4/04/15
Selection 5-1/8x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=8.5 in2 R2=4.4 in2 (1.5)DL Defl= 0.04 in Recom Camber=0.06 in
Data Beam Span 6.25 ft Reaction 1 LL 3982# Reaction 2 LL 1850#
Beam Wt per ft 11.21 # Reaction 1 TL 5550# Reaction 2 TL 2846#
Bm Wt Included 70# Maximum V 5550#
Max Moment 7764'# Max V(Reduced) 5166#
TL Max Defl L/240 TL Actual Defl L/724
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl
Actual 69.19 46.13 0.10 0.06
Critical 38.82 32.29 0.31 0.21
Status OK OK OK OK
Ratio 56% 70% 33% 30%
Fb(psi) Fv(psi) E(psi x mil) Fc±(psi)
Values Reference Values 2400 240 1.8 650
Adjusted Values 2400 240 1.8 650
Adjustments Cv Volume 1.000
Cd Duration 1.00 1.00
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 LL:277 Uniform TL: 500 =A
Point LL Point TL Distance
4100 B=5200 1.5
Uniform Load A
Pt loads:
0 0
R1 =5550 R2=2846
SPAN=6.25 FT
Uniform and partial uniform loads are lbs per lineal ft.
15033
UF4
BeamChek v2007 licensed to: VOELKER ENGINEERING Reg#8111-1879
Great room wndow header
Date:4/04/15
Selection 5-1/8x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=3.0 in2 R2=4.5 in2 (1.5)DL Defl= 0.12 in Recom Camber=0.19 in
Data Beam Span 9.25 ft Reaction 1 LL 1081 # Reaction 2 LL 1820#
Beam Wt per ft 11.21 # Reaction 1 TL 1946# Reaction 2 TL 2953#
Bm Wt Included 104# Maximum V 2953#
Max Moment 7626'# Max V(Reduced) 2525#
TL Max Defl L/240 TL Actual Defl L/468
LL Max Defl L/360 LL Actual Defl L/987
Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl
Actual 69.19 46.13 0.24 0.11
Critical 38.13 15.78 0.46 0.31
Status OK OK OK OK
Ratio 55% 34% 51% 36%
Fb(psi) Fv(psi) E(psi x mil) Fc I (psi)
Values Reference Values 2400 240 1.8 650
Adjusted Values 2400 240 1.8 650
Adiustments Cv Volume 1.000
Cd Duration 1.00 1.00
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 LL: 38 Uniform TL: 60 =A
Point LL Point TL Distance Par Unif LL Par Unif TL Start End
800 B= 1740 4.25 350 H=500 4.25 9.25
H
Uniform Load A
Pt loads: B
0 0
R1 = 1946 R2=2953
SPAN=9.25 FT
Uniform and partial uniform loads are lbs per lineal ft.
" Voelker Engineering, Inc. 04/04/15 Job# 15033
Simple span beams Sheet MF1
Typ crawl space beam 4x8 HF#1
Length = 5.33 ft Width = 3.500 in LL/TL= 0.80
Load = 600 plf Depth = 7.250 in LL DUR. = 1.00
Pt load = 0 lb E = 1500 ksi Rep= 1.00
R= 1599 lb V @ d = 1237 lb
M= 2131 lb-ft
fb = 834 psi< OK 1268 TL Defl. = 0.07 in L/ 890
fv = 73 psi< OK 150 LL Defl. = 0.05 in L/ 1,223
Support 1.1 in
Voelker Engineering, Inc. 04/04/15 Job# 15033
Simple span beams Sheet FTG1
Typ footings Allowable bearing 1500 psf
Span = 5.33 ft
Load w= 600 plf
Load p= 0 lb 24"dia Round footing
Reaction = 3198 lb Allow P = 4710 lb
Footing at dining room post
Span = 2 ft
Load w= 300 plf
Load p= 4700 lb 30"dia Round footing
Reaction = 5300 lb Allow P = 7365 lb