REV 4 APPROVED_ARW - 18252 - Hyundai Sales Addition_Supplemental Structural Calculations_20200518■
ENGINEERS
structural consultants
Structural Calculations
For
Hyundai Sales Addition — Supplemental
Calculations for Owner Revisions
Project Number: 18252
May 18, 2020
0 1-
Prepared by
ARW Engineers
1594 West Park Circle
Ogden, Utah 84404
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Steel Beam 18252 -Hyundai Sales Addition Edmonds WA1Engineering\Calculationsl0ther118252-Hyundai Sales Addition.ec6 j
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 .
DESCRIPTION: Floor Girder 2 w/ Existing Beam
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
D(1 _61) L(4A25)
D(0.165) L(1.03124)
W 14x34
Span - 22.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.020, L = 0.1250 ksf, Tributary Width = 8.250 ft
Point Load : D=1.610, L = 4.025 k @ 12.50 ft, (Existing W8)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.744 : 1 Maximum Shear Stress Ratio =
0.205 :1
Section used for this span
W14x34
Section used for this span
W14x34
Ma: Applied
101.407 k-ft
Va : Applied
16.360 k
Mn / Omega: Allowable
136.228 k-ft
Vn/Omega : Allowable
79.80 k
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
12.446ft
Location of maximum on span
22.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.706 in Ratio =
373>=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.857 in Ratio =
308 >=240.
Max Upward Total Deflection
0.000 in Ratio =
0 <240.0
Maximum Forces & Stresses for
Load Combinations
Load Combination Max Stress Ratios
Summary of Moment Values
Summary of Shear Values
Segment Length Span # M
V
Mmax + Mmax -
Ma Max Mnx Mnx/Omega Cb
Rm Va Max
Vnx Vnx/Omega
D Only
Dsgn. L = 22.00 ft 1 0.136
0.034
18.48
18.48 227.50 136.23 1.00
1.00 2.73
119.70 79.80
+D+L
Dsgn. L = 22.00 ft 1 0.744
0.205
101.41
101.41 227.50 136.23 1.00
1.00 16.36
119.70 79.80
+D+0.750L
Dsgn. L = 22.00 ft 1 0.592
0.162
80.67
80.67 227.50 136.23 1.00
1.00 12.95
119.70 79.80
+0.60D
Dsgn. L = 22.00 ft 1 0.081
0.021
11.09
11.09 227.50 136.23 1.00
1.00 1.64
119.70 79.80
Overall Maximum Deflections
Load Combination Span
Max. "' Defl
Location in Span
Load Combination
Max. "+" Defl
Location in Span
+D+L 1
0.8566
11.126
0.0000
0.000
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination Support 1
Support 2
Overall MAXimum 15.592
16.360
Overall MINimum 1.506
1.638
D Only 2.510
2.730
+D+L 15.592
16.360
+D+0.750L 12.322
12.953
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DESCRIPTION: Floor Girder 2 w/ Existing Beam
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination Support 1 Support 2
L Only 13.082 13.631
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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 + 900.0 psi
Load Combination ASCE 7-16 Fb - 900.0 psi
Fc - Prll 1,350.0 psi
Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi
Wood Grade : No.2 Fv 180.0 psi
Ft 575.0 psi
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
3-2x12
Span = 9.50 ft
E : Modulus of Elasticity
Ebend- xx 1,600.0 ksi
Eminbend - xx 580.0 ksi
Density 31.210 pcf
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0120, L = 0.050 ksf, Tributary Width = 8.0 ft
Maximum Bending Stress Ratio
=
0.7861
Maximum Shear Stress Ratio
=
0.311 :
1
Section used for this span
3-2x12
Section used for this span
3-2x12
=
707.38 psi
=
56.05 psi
=
900.00 psi
=
180.00 psi
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span
=
4.750ft
Location of maximum on span
=
8.564 ft
Span # where maximum occurs
=
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.086 in
Ratio =
1320>=360
Max Upward Transient Deflection
0.000 in
Ratio =
0 <360
Max Downward Total Deflection
0.107 in
Ratio =
1065>=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
Cd
C FN C i
Cr
C m
C t C L M fb
Fb
V
fv
Fv
+D+H
0.00
0.00
0.00
0.00
Length = 9.50 ft 1 0.169
0.067
0.90
1.000 1.00
1.00
1.00
1.00 1.00 1.08 136.91
810.00
0.37
10.85
162.00
+D+L+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 9.50 ft 1 0.786
0.311
1.00
1.000 1.00
1.00
1.00
1.00 1.00 5.60 707.38
900.00
1.89
56.05
180.00
+D+Lr+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 9.50 ft 1 0.122
0.048
1.25
1.000 1.00
1.00
1.00
1.00 1.00 1.08 136.91
1125.00
0.37
10.85
225.00
+D+S+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 9.50 ft 1 0.132
0.052
1.15
1.000 1.00
1.00
1.00
1.00 1.00 1.08 136.91
1035.00
0.37
10.85
207.00
+D+0.750Lr+0.750L+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 9.50 ft 1 0.502
0.199
1.25
1.000 1.00
1.00
1.00
1.00 1.00 4.47 564.76
1125.00
1.51
44.75
225.00
+D+0.750L+0.750S+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 9.50 ft 1 0.546
0.216
1.15
1.000 1.00
1.00
1.00
1.00 1.00 4.47 564.76
1035.00
1.51
44.75
207.00
+D+0.60W+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 9.50 ft 1 0.095
0.038
1.60
1.000 1.00
1.00
1.00
1.00 1.00 1.08 136.91
1440.00
0.37
10.85
288.00
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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
Pv
+D+0.750Lr+0.750L+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 9.50 ft 1
0.392
0.155
1.60
1.000
1.00
1.00
1.00
1.00
1.00
4.47
564.76
1440.00
1.51
44.75
288.00
+D+0.750L+0.750S+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 9.50 ft 1
0.392
0.155
1.60
1.000
1.00
1.00
1.00
1.00
1.00
4.47
564.76
1440.00
1.51
44.75
288.00
+0.60D+0.60W+0.60H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 9.50 ft 1
0.057
0.023
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.65
82.15
1440.00
0.22
6.51
288.00
+D+0.70E+0.60H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 9.50 ft 1
0.095
0.038
1.60
1.000
1.00
1.00
1.00
1.00
1.00
1.08
136.91
1440.00
0.37
10.85
288.00
+D+0.750L+0.750S+0.5250E+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 9.50 ft 1
0.392
0.155
1.60
1.000
1.00
1.00
1.00
1.00
1.00
4.47
564.76
1440.00
1.51
44.75
288.00
+0.60D+0.70E+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 9.50 ft 1
0.057
0.023
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.65
82.15
1440.00
0.22
6.51
288.00
Overall Maximum Deflections
Load Combination
Span
Max. %"
Defl
Location in Span
Load Combination
Max. "+" Defl
Location in
Span
+D+L+H
1
0.1070
4.785
0.0000
0.000
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
2.356
2.356
Overall MINimum
1.900
1.900
+D+H
0.456
0.456
+D+L+H
2.356
2.356
+D+Lr+H
0.456
0.456
+D+S+H
0.456
0.456
+D+0.750Lr+0.750L+H
1.881
1.881
+D+0.750L+0.750S+H
1.881
1.881
+D+0.60W+H
0.456
0.456
+D+0.750Lr+0.750L+0.450W+H
1.881
1.881
+D+0.750L+0.750S+0.450W+H
1.881
1.881
+0.60D+0.60W+0.60H
0.274
0.274
+D+0.70E+0.60H
0.456
0.456
+D+0.750L+0.750S+0.5250E+H
1.881
1.881
+0.60D+0.70E+H
0.274
0.274
D Only
0.456
0.456
Lr Only
L Only
1.900
1.900
S Only
W Only
E Only
H Only
HUIHUC
Medium -Duty Face -Mount Hangers (cunt.)
`These products are available with additional corrosion protection. For more information, see p.15.
Model
No.
Fasteners
(in.)
GFC1MU Concrete
Titeae 2 TrteO 2 Joist
Allowable Loads (DFISP)
GFCMU Concrete
Cade
Ref.
Standard
Concealed
Uplift
(160)
Dawn
(1001125)
uplift
OR
Down
(1001125)
HU26 HU26X
(4) 1/4x 2Y4
(4)1A x 13/4
(2) 0.148 x I1h
335 1,000
335
1,545
HU29 HU28X
(6) Y4 x 2'/a
(6) Ya x 1 Y4
(4) 0,140 x 1 Ya
545
1.500
760
2,400
HU24-2 HUC24-2
(4) +/4x 2a/4
(4) Y4 x 1 Y4
(2) 0.148 x 3
380 1,000
380
1,546
HU26-2 (Min)
HUC26-2
(8) Y4 x 21/4
(8) Ya x 1 Y4
(4) 0.148 x 3
760
2,000
760
3,200
HU26-2 (Max)
HUC26-2
(12) Y4 x 2Y4
(12)1/4 x 1 Y4
(6) 0.149 x 3
1,135
3,000
1,135
3,950
HU26-3 (Min)
HUC26-3 (Min.)
(8) Y4 x 21/4
(S) Y4 x 1 Y4
(4) 0.148 x 3
760 2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12) Y4 x 2Y4
(12) Ya x 1 Y4
(6) 0.148 x 3
1,135 3,000
1,135
3,950
HU28-2 (Min.)
HUC28-2 (Min.)
(10) Y4 x 2%
(10) Y4 x 1 Y4
(4) 0.148 x 3
760
2,500
760
3,725
HU29-2 (Max.)
HUC28-2 (Max.)
(14) Y4 x 2Y4
(14) 1A x I Yi
(6) 0.149 x 3
1,135
3,500
1,135
4,920
HU210 HU210X (8) 114 x 2a/4
(S) Y4 x 1 Y4
(4) 0,140 x 1 Yz
545 2,000
760
2,415
H€1210-2 (Min.) HUC210-2 (Min.)
(14) 1A x 2Y4
{14) Y4 x 1 Y4
(6) 0.149 x 3
1,135
3,500
1,135
4,920
HU210-2 {Max.) HUC210-2 (Max.)
(18) 1/i x 2Y4
(19) Y4 x 1 %
(10) 0.140 x 3
1,800
4,500
1,800
5,095
HU210-3 (Min.j HUC210-3 (Min.)
04) 1A x 23/4
(14) Y4x 11/4
(6) 0.148 x 3
1,135
31500
1.135
4,920
HU210-3 (Max.) ` HUC210-3 (Max.)
(18) 1A x 2%
(10) Y4x 11/4
(10) 0.140 x 3
1.800 4,500
1,800
5,085
HU212
HU212X
(10) Ya x 2Y4
(10) Y4x 1 Y4
(6) 0.148 x 1 vh
1,135
2,500
1,135
2,665
HU212-2 (Min.)
HUC212-2 (Min.)
(16) Y4 x 2Y4
(16) Y4 x 11/ (6) 0.148 x 3
1,135 4,000
1.135
4,920
HU212-2 (Max.) HUC212-2 (Max.)
(2 2) Y4 x2a/4
(2 2) 1/4x 13/a (10) 0.140 x 3
1,350 5.025
1,350
5,085
HU212-3 (Min.) HUC212-3 (Min.)
(1 6) Y4 x 2%
(16) 14 x 11/4 1,6) 0.148 x 3
1,135 4,000
1,135
4,920
H€1212-3 (Max.) I HUC212-3 (Max.)
(22) Y4x 2Y4
(22) Ya x f Y4 (10) 0.148 x 3
11800
5,085
1,800
5,085
-
HEl214 HU214X
(12) Ya x 2Y4
(12) Y4 x 11/4
(6) 0.148 x 1 Ys
1,135 2,665
1.135
2,665
HU214-2 (Min.) HUC214-2 (Min.)
(18) Y4 x 2Y4
(18) �(8)
0.148 x 3
1,515
4,500
1,515
5,085
HU214-2 (Max.) HUC214-2 (Max.)
(24) Ya x 2%
(24) % x 1 Y4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU214-3 (Min.) HUC214-3 (Min.)
(18) 1A x 2Y4
(18) Y4x 13&
(8) 0.148 x 3
1,515 4,500
1,515
5,095
HU214-3 (Max.) HUC214-3 (Max.)
(2 4) Y4 x 2%
(24) Y4 x 1 Y4
(12) 0.148 x 3
2,015 5,085
2,015
5,095
HU216 HU216X
(18)Y4x2Y4
(18)Y4x1%
(8)0.148x11h
1,515
2,920
1,515
2,920
HU216-2 (Min.) HUC216-2 (Min.)
(2 0) 1/4 x 21/4
(20) Y4 x 1 Y4 (8) 0.148 x 3
1,515 4,920
1,515
4,920
HU216-2 (Max) ' HUC216-2 (Max)
(26) 1/4 x 2Y4
(26) Ya x I % (12) 0.140 x 3
2,015 l 5,085
2.015
5,095
HU216-3 (Min.) HUC216-3 (Min)
(20) Y4 x 2%
(20) 1/4 x 1 %
(6) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-3 (Max.) HUC216-3 (Max.)
(2 6) Y4 x 21'4
(2 6) Ya x 13/4
(12) 0,149 x 3
2,015
5,095
2,015
5,085
HU7 (Min) (Not available)
(12) Y4 x 2Y4
(12) +1/4 x 11/4 (4) 0.148 x 1+h
545 2,980
760
2,980
HU7 (Max.) (Net available)
(16) 1/4 x 2Y4
(16) Y4 x 11/4 (8) 0.148 x 1+h
1,085 3,485
1,085
3,485
HU9 (Min)
(Nat available)
(18) Y. x 2%
(19) Y4 x 1 Y4
(6) 9.148 x 1 +/,
1,135
3, 230
1,135
3,230
HU9 (Max.)
(Nat available)
(24) Y4 x 2%
(24) Ya x 13/a
(10) 0.148 x 1 Ys
1,445
3,735
1,445
3,735
HUI1 (Min)
(Not available)
(2 2) Y4 x 21/4
(22) Y4 x 1 Y4 (6) 0.148 x 1 Yz
1,135 3,230
1,135
3.230
HEM (Max.)
f (Net available)
(30) Y4x 2Y4
(3 0) Ya x 13/4 (10) 0.149 x 1
1,445 3,735
1,445
3,735
HU14 (Min.)
(Nat available)
(28) Y4 x 2%
(28) Y4 x 1 Y4 (8) 9.148 x 11h
1,515 3,485
1,515
3,485
HU14 (Max.)
(Nat available)
(36) Y4 x 2Y4
PQ Ya x 1 Y4 I (14) 0.148 x 1 %
2,015 4,245
2,015
4,245
2313
UPDATED 06/01/19
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DESCRIPTION: Window Header
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 +
Load Combination ASCE 7-16 Fb -
Fc - Prll
Wood Species : Douglas Fir -Larch Fc - Perp
Wood Grade : No.2 Fv
Ft
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
3-2x10
900.0 psi
900.0 psi
1,350.0 psi
625.0 psi
180.0 psi
575.0 psi
E : Modulus of Elasticity
Ebend- xx 1,600.0 ksi
Eminbend - xx 580.0 ksi
Density 31.210 pcf
Span =8.0ft
)plied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0120, L = 0.050 ksf, Tributary Width = 8.0 ft
Maximum Bending Stress Ratio
=
0.750: 1
Maximum Shear Stress Ratio
=
0.322 :
1
Section used for this span
3-2x10
Section used for this span
3-2x10
=
742.01 psi
=
57.93 psi
=
990.00 psi
=
180.00 psi
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span
=
4.000ft
Location of maximum on span
=
7.241 ft
Span # where maximum occurs
=
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.078 in
Ratio =
1229>=360
Max Upward Transient Deflection
0.000 in
Ratio =
0 <360
Max Downward Total Deflection
0.097 in
Ratio =
991 >=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
Cd
C FN C i
Cr
C m
C t C L M fb
Fb
V
fv
Fv
+D+H
0.00
0.00
0.00
0.00
Length = 8.0 ft 1 0.161
0.069
0.90
1.100 1.00
1.00
1.00
1.00 1.00 0.77 143.61
891.00
0.31
11.21
162.00
+D+L+H
1.100 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 8.0 ft 1 0.750
0.322
1.00
1.100 1.00
1.00
1.00
1.00 1.00 3.97 742.01
990.00
1.61
57.93
180.00
+D+Lr+H
1.100 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 8.0 ft 1 0.116
0.050
1.25
1.100 1.00
1.00
1.00
1.00 1.00 0.77 143.61
1237.50
0.31
11.21
225.00
+D+S+H
1.100 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 8.0 ft 1 0.126
0.054
1.15
1.100 1.00
1.00
1.00
1.00 1.00 0.77 143.61
1138.50
0.31
11.21
207.00
+D+0.750Lr+0.750L+H
1.100 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 8.0 ft 1 0.479
0.206
1.25
1.100 1.00
1.00
1.00
1.00 1.00 3.17 592.41
1237.50
1.28
46.25
225.00
+D+0.750L+0.750S+H
1.100 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 8.0 ft 1 0.520
0.223
1.15
1.100 1.00
1.00
1.00
1.00 1.00 3.17 592.41
1138.50
1.28
46.25
207.00
+D+0.60W+H
1.100 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 8.0 ft 1 0.091
0.039
1.60
1.100 1.00
1.00
1.00
1.00 1.00 0.77 143.61
1584.00
0.31
11.21
288.00
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Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 . I
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DESCRIPTION: Window Header
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
Pv
+D+0.750Lr+0.750L+0.450W+H
1.100
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.0 ft 1
0.374
0.161
1.60
1.100
1.00
1.00
1.00
1.00
1.00
3.17
592.41
1584.00
1.28
46.25
288.00
+D+0.750L+0.750S+0.450W+H
1.100
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.0 ft 1
0.374
0.161
1.60
1.100
1.00
1.00
1.00
1.00
1.00
3.17
592.41
1584.00
1.28
46.25
288.00
+0.60D+0.60W+0.60H
1.100
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.0 ft 1
0.054
0.023
1.60
1.100
1.00
1.00
1.00
1.00
1.00
0.46
86.17
1584.00
0.19
6.73
288.00
+D+0.70E+0.60H
1.100
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.0 ft 1
0.091
0.039
1.60
1.100
1.00
1.00
1.00
1.00
1.00
0.77
143.61
1584.00
0.31
11.21
288.00
+D+0.750L+0.750S+0.5250E+H
1.100
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.0 ft 1
0.374
0.161
1.60
1.100
1.00
1.00
1.00
1.00
1.00
3.17
592.41
1584.00
1.28
46.25
288.00
+0.60D+0.70E+H
1.100
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.0 ft 1
0.054
0.023
1.60
1.100
1.00
1.00
1.00
1.00
1.00
0.46
86.17
1584.00
0.19
6.73
288.00
Overall Maximum Deflections
Load Combination
Span
Max. %"
Defl
Location in Span
Load Combination
Max. "+" Defl
Location in
Span
+D+L+H
1
0.0968
4.029
0.0000
0.000
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination Support 1 Support 2
Overall MINimum
1.600
1.600
+D+H
0.384
0.384
+D+L+H
1.984
1.984
+D+Lr+H
0.384
0.384
+D+S+H
0.384
0.384
+D+0.750Lr+0.750L+H
1.584
1.584
+D+0.750L+0.750S+H
1.584
1.584
+D+0.60W+H
0.384
0.384
+D+0.750Lr+0.750L+0.450W+H
1.584
1.584
+D+0.750L+0.750S+0.450W+H
1.584
1.584
+0.60D+0.60W+0.60H
0.230
0.230
+D+0.70E+0.60H
0.384
0.384
+D+0.750L+0.750S+0.5250E+H
1.584
1.584
+0.60D+0.70E+H
0.230
0.230
D Only
0.384
0.384
Lr Only
L Only
1.600
1.600
S Only
W Only
E Only
H Only
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Wood Beam 18252 - Hyundai Sales Addition Edmonds WA1Engineering\Calculationsl0ther118252-Hyundai Sales Addition.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 .
DESCRIPTION: Door Header
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 + 900.0 psi
Load Combination ASCE 7-16 Fb - 900.0 psi
Fc - Prll 1,350.0 psi
Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi
Wood Grade : No.2 Fv 180.0 psi
Ft 575.0 psi
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
D(0.096) L(0.4
3-2x4
Span = 4.0 ft
E : Modulus of Elasticity
Ebend- xx 1,600.0 ksi
Eminbend - xx 580.0 ksi
Density 31.210 pcf
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0120, L = 0.050 ksf, Tributary Width = 8.0 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.960 1
Maximum Shear Stress Ratio
=
0.452 :
1
Section used for this span
3-2x4
Section used for this span
3-2x4
=
1,295.67psi
=
81.37 psi
=
1,350.00psi
=
180.00 psi
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span =
2.000ft
Location of maximum on span
=
3.723 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.090 in
Ratio =
532 >=360
Max Upward Transient Deflection
0.000 in
Ratio =
0 <360
Max Downward Total Deflection
0.112 in
Ratio =
429 >=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
Cd
C FN C i
Cr
C m
C t C L M fb
Fb
V
fv
Fv
+D+H
0.00
0.00
0.00
0.00
Length = 4.0 ft 1 0.206 0.097
0.90
1.500 1.00
1.00
1.00
1.00 1.00 0.19 250.78
1215.00
0.17
15.75
162.00
+D+L+H
1.500 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft 1 0.960 0.452
1.00
1.500 1.00
1.00
1.00
1.00 1.00 0.99 1,295.67
1350.00
0.85
81.37
180.00
+D+Lr+H
1.500 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft 1 0.149 0.070
1.25
1.500 1.00
1.00
1.00
1.00 1.00 0.19 250.78
1687.50
0.17
15.75
225.00
+D+S+H
1.500 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft 1 0.162 0.076
1.15
1.500 1.00
1.00
1.00
1.00 1.00 0.19 250.78
1552.50
0.17
15.75
207.00
+D+0.750Lr+0.750L+H
1.500 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft 1 0.613 0.289
1.25
1.500 1.00
1.00
1.00
1.00 1.00 0.79 1,034.45
1687.50
0.68
64.97
225.00
+D+0.750L+0.750S+H
1.500 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft 1 0.666 0.314
1.15
1.500 1.00
1.00
1.00
1.00 1.00 0.79 1,034.45
1552.50
0.68
64.97
207.00
+D+0.60W+H
1.500 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft 1 0.116 0.055
1.60
1.500 1.00
1.00
1.00
1.00 1.00 0.19 250.78
2160.00
0.17
15.75
288.00
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Wood Beam 18252 - Hyundai Sales Addition Edmonds WA1Engineering\Calculationsl0ther118252-Hyundai Sales Addition.ec6 `
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 . I
i.i0
DESCRIPTION: Door Header
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
Pv
+D+0.750Lr+0.750L+0.450W+H
1.500
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft 1
0.479
0.226
1.60
1.500
1.00
1.00
1.00
1.00
1.00
0.79
1,034.45
2160.00
0.68
64.97
288.00
+D+0.750L+0.750S+0.450W+H
1.500
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft 1
0.479
0.226
1.60
1.500
1.00
1.00
1.00
1.00
1.00
0.79
1,034.45
2160.00
0.68
64.97
288.00
+0.60D+0.60W+0.60H
1.500
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft 1
0.070
0.033
1.60
1.500
1.00
1.00
1.00
1.00
1.00
0.12
150.47
2160.00
0.10
9.45
288.00
+D+0.70E+0.60H
1.500
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft 1
0.116
0.055
1.60
1.500
1.00
1.00
1.00
1.00
1.00
0.19
250.78
2160.00
0.17
15.75
288.00
+D+0.750L+0.750S+0.5250E+H
1.500
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft 1
0.479
0.226
1.60
1.500
1.00
1.00
1.00
1.00
1.00
0.79
1,034.45
2160.00
0.68
64.97
288.00
+0.60D+0.70E+H
1.500
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft 1
0.070
0.033
1.60
1.500
1.00
1.00
1.00
1.00
1.00
0.12
150.47
2160.00
0.10
9.45
288.00
Overall Maximum Deflections
Load Combination
Span
Max. %"
Defl
Location in Span
Load Combination
Max. "+" Defl
Location in
Span
+D+L+H
1
0.1117
2.015
0.0000
0.000
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
0.992
0.992
Overall MINimum
0.800
0.800
+D+H
0.192
0.192
+D+L+H
0.992
0.992
+D+Lr+H
0.192
0.192
+D+S+H
0.192
0.192
+D+0.750Lr+0.750L+H
0.792
0.792
+D+0.750L+0.750S+H
0.792
0.792
+D+0.60W+H
0.192
0.192
+D+0.750Lr+0.750L+0.450W+H
0.792
0.792
+D+0.750L+0.750S+0.450W+H
0.792
0.792
+0.60D+0.60W+0.60H
0.115
0.115
+D+0.70E+0.60H
0.192
0.192
+D+0.750L+0.750S+0.5250E+H
0.792
0.792
+0.60D+0.70E+H
0.115
0.115
D Only
0.192
0.192
Lr Only
L Only
0.800
0.800
S Only
W Only
E Only
H Only
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Wood Column 18252 - Hyundai Sales Addition Edmonds WA\Engineering\Calculations\Other\18252-Hyundai Sales Addition.ec6 `
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 .
i.ii
DESCRIPTION: Wood Wall Opening -Max 10'-0" Width Opening
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 2-2x4
End Fixities Top & Bottom Pinned
Wood Grading/Manuf. Graded Lumber
Overall Column Height
10 ft
Wood Member Type Sawn
( Used for non -slender calculations)
Exact Width 3.0 in Allow Stress Modification Factors
Wood Species Douglas Fir -Larch
Exact Depth
p 3.50 in Cf or Cv for Bending 1.50
Wood Grade No.2
Area 10.50 in12 Cf or Cv for Compression 1.150
Fb + 900.0 psi Fv
180.0 psi
Ix 10.719 in14 Cf or Cv for Tension 1.50
Fb - 900.0 psi Ft
575.0 psi
ly 7.875 in^4 Cm : Wet Use Factor 1.0
Fc - Prll 1,350.0 psi Density
31.210 pcf
Ct : Temperature Factor 1.0
Fc - Perp 625.0 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 1,600.0
1,600.0 1,600.0
ksi Use Cr : Repetitive ? No
Minimum 580.0
580.0
Brace condition for deflection (buckling) along columns :
X-X (width) axis : Fully braced against buckling ABOUT Y-Y Axis
Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 10 ft, K = 1.0
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Column self weiqht included : 22.757 Ibs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 10.0 ft, Xecc = 1.50 in, D = 0.4560,
L = 1.90 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.8492 :1
Maximum SERVICE Lateral Load Reactions. .
Load Combination
+D+L
Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Governing NDS Forumla Comp + Myy, NDS Eq. 3.9-3
Top along X-X 0.02945 k Bottom along X-X 0.02945 k
Location of max.above base
9.933 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
2.379 k
for load combination : n/a
Applied Mx
0.0 k-ft
Applied My
-0.2925 k-ft
Along X-X-0.2613 in at 5.839 ft above base
Fc: Allowable
380.822 psi
for load combination : +D+L
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
0.02337 : 1
Bending Compression Tension
Load Combination
+D+L
Location of max.above base
10.0 ft
Applied Design Shear
4.207 psi
Allowable Shear
180.0 psi
Load Combination Results
Maximum
Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination C D
C P Stress Ratio Status Location Stress Ratio Status Location
D Only 0.900
0.270
0.1211 PASS 9.933 ft 0.005026 PASS 10.0 ft
+D+L 1.000
0.245
0.8492 PASS 9.933 ft 0.02337 PASS 10.0 ft
+D+0.750L 1.250
0.199
0.5366 PASS 9.933 ft 0.01493 PASS 10.0 ft
+0.60D 1.600
0.157
0.06997 PASS 0.0 ft 0.001696 PASS 10.0 ft
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 Only -0.006
0.006
0.479
+D+L -0.029
0.029
2.379
+D+0.750L -0.024
0.024
1.904
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Wood Column 18252 -Hyundai Sales Addition Edmonds WA1Engineering\Calculationsl0ther118252-Hyundai Sales Addition.ec6 j
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 .
DESCRIPTION: Wood Wall Opening
-Max 10'-0" Width Opening
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
+0.60D
-0.003 0.003
0.287
L Only
-0.024 0.024
1.900
Maximum Deflections for Load Combinations
Load Combination Max. X-X Deflection Distance
Max. Y-Y Deflection Distance
D Only
-0.0506 in
5.839 ft
0.000 in
0.000 ft
+D+L
-0.2613 in
5.839 ft
0.000 in
0.000 ft
+D+0.750L
-0.2087 in
5.839 ft
0.000 in
0.000 ft
+0.60D
-0.0303 in
5.839 ft
0.000 in
0.000 ft
L Only
-0.2108 in
5.839 ft
0.000 in
0.000 ft
Sketches
2.3Mk 2.3%k
d1
3.0 in
WOOD TRIMMER TO BEAR DIRECTLY ON EXISTING 6" SLAB ON GRADE PER IBC 2015 SECTION 1809.7.