REVIEWED BLD BLD2021-0143+Structural_Analysis_or_Calculations+1.28.2021_4.45.33_PM+2018804L2 ENGINEERS
17848 NE 198th Place
Woodinville, WA 98072
Structural Calculations
Brackett Apartments TI
8280 164,h Ave NE, Suite 620
Redmond, WA 98052
TruAmerica Multifamily
Project # 20-142
January 28, 2021
01/28/2021
L
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General Beam
DESCRIPTION: GT1
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span #1 Span Length =
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 26 JAN 2021, 5:56PM
File: Brackett.ec6
Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.17
22.0 ft Area = 10.0 inA2 Moment of Inertia = 100.0 inA4
D(0.075) Lr(0.1) S(0.125)
X
Span =22.0ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 5.0 ft
DESIGN SUMMARY
Maximum Bending =
12.100 k-ft
Maximum Shear =
2.20 k
Load Combination
+D+S
Load Combination
+D+S
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Location of maximum on span
11.000 ft
Location of maximum on span
0.000 ft
Maximum Deflection
Max Downward Transient Deflection
0.229 in
1152
Max Upward Transient Deflection
0.003 in
90783
Max Downward Total Deflection
0.366 in
720
Max Upward Total Deflection
0.001 in
201741
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Summary of Moment Values (k-ft)
Shear Values (k)
Segment Length Span # M V
Mmax +
Mmax - Ma - Max Mnx Mnx/Omega Cb
Rm Va Max
Vnx Vnx/Omega
Overall MAXimum Envelope
Dsgn. L = 22.00 ft 1
12.10
12.10
2.20
D Only
Dsgn. L = 22.00 ft 1
4.54
4.54
0.83
+D+Lr
Dsgn. L = 22.00 ft 1
10.59
10.59
1.93
+D+S
Dsgn. L = 22.00 ft 1
12.10
12.10
2.20
+D+0.750Lr
Dsgn. L = 22.00 ft 1
9.08
9.08
1.65
+D+0.750S
Dsgn. L = 22.00 ft 1
10.21
10.21
1.86
+0.60D
Dsgn. L = 22.00 ft 1
2.72
2.72
0.50
Overall Maximum Deflections
Load Combination Span Max. "" Defl
Location in
Span Load Combination
Max. "+" Defl
Location in Span
+D+S 1 0.3664
11.110
0.0000
0.000
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
2.200
2.200
Overall MINimum
D Only
0.825
0.825
+D+Lr
1.925
1.925
+D+S
2.200
2.200
+D+0.750Lr
1.650
1.650
+D+0.750S
1.856
1.856
+0.60D
0.495
0.495
Lr Only
1.100
1.100
S Only
1.375
1.375
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Printed: 26 JAN
2021, 5:58PM
Wood Beam
File: Brackett.ec6
Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.17
i.i i•
DESCRIPTION: H1
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design
Fb
+
2400 psi
E: Modulus of Elasticity
Load Combination ASCE 7-16
Fb
-
1850 psi
Ebend- xx
1800ksi
Fc
- PrII
1650 psi
Eminbend - xx
950 ksi
Wood Species : DF/DF
Fc
- Perp
650 psi
Ebend- yy
1600ksi
Wood Grade : 24F-V4
Fv
265 psi
Eminbend - yy
850ksi
Ft
1100 psi
Density
31.21 pcf
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
D(0.83) Lr(1.1) S(1.38)
3.5x10.5
Span = 6.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 22.0 ft, (Roof Framing)
Point Load : D = 0.830, Lr =1.10, S =1.380 k @ 2.50 ft, (Girder Triss)
Uniform Load : D = 0.010 ksf, Tributary Width = 16.0 ft, (Wall)
Maximum Bending Stress Ratio
=
0.5251
Maximum Shear Stress Ratio
=
0.472 :
1
Section used for this span
3.5x10.5
Section used for this span
3.5x10.5
fb: Actual
=
1,449.11 psi
fv: Actual
=
143.71 psi
Fb: Allowable
=
2,760.00psi
Fv: Allowable
=
304.75 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span
=
2.496ft
Location of maximum on span
=
0.000 ft
Span # where maximum occurs
=
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.044 in
Ratio = 1650 >=360
Max Upward Transient Deflection
0.000 In
Ratio = 0 <360
Max Downward Total Deflection
0.078 in
Ratio = 928>=240
Max Upward Total Deflection
0.000 in
Ratio = 0 <240
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M
V
C d C FN C i
Cr
C m C t C L M fb
F'b
V
fv
F'v
D Only
0.00
0.00
0.00
0.00
Length = 6.0 ft 1 0.290
0.263
0.90 1.000 1.00
1.00
1.00 1.00 1.00 3.35 625.49
2160.00
1.54
62.68
238.50
+D+Lr
1.000 1.00
1.00
1.00 1.00 1.00
0.00
0.00
0.00
0.00
Length = 6.0 ft 1 0.428
0.385
1.25 1.000 1.00
1.00
1.00 1.00 1.00 6.88 1,283.27
3000.00
3.12
127.41
331.25
+D+S
1.000 1.00
1.00
1.00 1.00 1.00
0.00
0.00
0.00
0.00
Length = 6.0 ft 1 0.525
0.472
1.15 1.000 1.00
1.00
1.00 1.00 1.00 7.77 1,449.11
2760.00
3.52
143.71
304.75
+D+0.750Lr
1.000 1.00
1.00
1.00 1.00 1.00
0.00
0.00
0.00
0.00
Length = 6.0 ft 1 0.373
0.336
1.25 1.000 1.00
1.00
1.00 1.00 1.00 6.00 1,118.79
3000.00
2.73
111.23
331.25
+D+0.750S
1.000 1.00
1.00
1.00 1.00 1.00
0.00
0.00
0.00
0.00
Length = 6.0 ft 1 0.450
0.405
1.15 1.000 1.00
1.00
1.00 1.00 1.00 6.66 1,243.17
2760.00
3.02
123.46
304.75
+0.60D
1.000 1.00
1.00
1.00 1.00 1.00
0.00
0.00
0.00
0.00
Length = 6.0 ft 1 0.098
0.089
1.60 1.000 1.00
1.00
1.00 1.00 1.00 2.01 375.30
3840.00
0.92
37.61
424.00
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Wood Beam
1■raF;i ,�,en7iy E.0.
DESCRIPTION: H1
Overall Maximum Deflections
Load Combination Span Max. "-" Defl Location in Span Load Combination
Printed: 26 JAN 2021, 5:58PM
File: Brackett.ec6
Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.17
Max. °+° Defl Location in Span
+D+S 1 0.0775 2.956 0.0000 0.000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
4.409
4.041
Overall MINimum
2.455
2.225
D Only
1.954
1.816
+D+Lr
3.916
3.594
+D+S
4.409
4.041
+D+0.750Lr
3.425
3.150
+D+0.750S
3.795
3.485
+0.60D
1.173
1.090
Lr Only
1.962
1.778
S Only
2.455
2.225
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Printed: 26 JAN 2021, 6:OOPM
Wood Column File: Brackett.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17
KW-06011909
DESCRIPTION: Trim Studs
Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Analysis Method : Allowable Stress Design
Wood Section Name
4x4
End Fixities Top & Bottom Pinned
Wood Grading/Manuf.
Graded Lumber
Overall Column Height 8 ft
Wood Member Type
Sawn
( Used for non -slender calculations)
Exact Width
3.50 in Allow Stress Modification Factors
Wood Species Hem -Fir
Exact Depth
3.50 in Cf or Cv for Bending
1.50
Wood Grade No.2
Area
12.250 in^2 Cf or Cv for Compression 1.150
Fb + 850 psi Fv 150 psi
Ix
12.505 in^4 Cf or Cv for Tension
1.50
Fb - 850 psi Ft 525 psi
ly
12.505 in^4 Cm :Wet Use Factor
1.0
Fc - Prll 1300 psi Density 26.84 pcf
Ct : Temperature Factor
1.0
Fc - Perp 405 psi
Cfu : Flat Use Factor
1.0
E : Modulus of Elasticity ... x-x Bending y-y Bending
Axial
Kf : Built-up columns
1 ,0 NDS 15.3.2
Basic 1300 1300
1300 ksi
Use Cr: Repetitive ?
No
Minimum 470 470
Brace condition for deflection (buckling) along columns :
X-X (width) axis :
Unbraced Length for buckling ABOUT Y-Y Axis = 8 ft, K =1.0
Y-Y (depth) axis :
Unbraced Length for buckling ABOUT X-X Axis =
8 ft, K =1.0
Applied Loads
Service loads
entered. Load Factors will be applied for calculations.
Column self weiqht included : 18.266 Ibs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 8.0 ft, D = 1.950, Lr = 1.960, S = 2.460 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.7580 : 1
Maximum SERVICE Lateral Load Reactions. .
Load Combination
+D+S
Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Governing NDS Forumla
Comp Only, fc/Fc'
Top along X-X 0.0 k Bottom along X-X 0.0 k
Location of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y-Y 0.0 in at 0.0 ft above base
Applied Axial
4.428 k
for load combination : n/a
Applied Mx
0.0 k-ft
Applied My
0.0 k-ft
Along X-X 0.0 in at 0.0 ft above base
Fc: Allowable
476.911 psi
for load combination : n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
0.0 :1
Bendina Compression Tension
Load Combination
+0.60D
Location of max.above base
8.0 ft
Applied Design Shear
0.0 psi
Allowable Shear
240.0 psi
Load Combination Results
Load Combination
C D
C P
Maximum Axial + Bending
Stress Ratio Status
Stress Ratios
Location
D Only
0.900
0.345
0.3459
PASS
0.0 ft
+D+Lr
1.250
0.257
0.6677
PASS
0.0 ft
+D+S
1.150
0.277
0.7580
PASS
0.0 ft
+D+0.750Lr
1.250
0.257
0.5844
PASS
0.0 ft
+D+0.750S
1.150
0.277
0.6527
PASS
0.0 ft
+0.60D
1.600
0.204
0.1974
PASS
0.0 ft
Maximum Reactions
Maximum Shear Ratios
Stress Ratio
Status
Location
0.0
PASS
8.0 ft
0.0
PASS
8.0 ft
0.0
PASS
8.0 ft
0.0
PASS
8.0 ft
0.0
PASS
8.0 ft
0.0
PASS
8.0 ft
Note: Only non -zero reactions
are listed.
X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments
Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top
D Only 1.968
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Wood Column
DESCRIPTION: Trim Studs
Project Title:
Engineer:
Project ID:
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Printed: 26 JAN 2021, 6:00PM
Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.17
Maximum Reactions Note: Only non -zero reactions are listed.
X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments
Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top
+D+S
4.428
+D+0.750Lr
3.438
+D+0.750S
3.813
+0.60D
1.181
Lr Only
1.960
S Only
2.460
Maximum Deflections for Load Combinations
Load Combination
Max. X-X Deflection
Distance
Max. Y-Y Deflection
Distance
D Only
0.0000
in
0.000
ft 0.0000
in
0.000
ft
+D+Lr
0.0000
in
0.000
ft 0.0000
in
0.000
ft
+D+S
0.0000
in
0.000
ft 0.0000
in
0.000
ft
+D+0.750Lr
0.0000
in
0.000
ft 0.0000
in
0.000
ft
+D+0.750S
0.0000
in
0.000
ft 0.0000
in
0.000
ft
+0.60D
0.0000
in
0.000
ft 0.0000
in
0.000
ft
Lr Only
0.0000
in
0.000
ft 0.0000
in
0.000
ft
S Only
0.0000
in
0.000
ft 0.0000
in
0.000
ft
Sketches
c
0
v7
3.50 in
+X