Project:
Project no:
Author:
Project data
Project name
Project number
Author
Description
Date
3/22/2022
Design code
AISC 360-16
Material
Steel
, A36
1 / 18
Project:
Project no:
Author:
Project item 72
Design
Name
72
Description
Analysis
Stress, strain/ loads in equilibrium
Design code
AISC - LRFD
Beams and columns
Name
Cross-section
β – Direction
[°]
γ - Pitch
[°]
α - Rotation
[°]
Offset ex
[in]
Offset ey
[in]
Offset ez
[in]
Forces in
9
3 - W24X104
-90.0
0.0
0.0
0.000
0.000
0.000
Position
333
4 - W18X35
180.0
-2.0
0.0
0.000
0.000
3.000
Position
2 / 18
Project:
Project no:
Author:
3 / 18
Project:
Project no:
Author:
Cross-sections
Name
Material
3 - W24X104
A36
4 - W18X35
A36
4 / 18
Project:
Project no:
Author:
Cross-sections
Name
Material
3 - W24X104
A36
4 - W18X35
A36
Drawing
Bolts
Name
3/4 A325
Bolt assembly
3/4 A325
Diameter
[in]
fu
[ksi]
0.750
119.7
Gross area
[in2]
0.442
5 / 18
Project:
Project no:
Author:
Load effects (forces in equilibrium)
Name
1.2D+1.6Lr(1)
0.9D+SDY(2)
0.9D+SDX(5)
Sz(Comp. Vertical)(9)
DEFLEXION(3)
Member
1.2D+Qy(6)
1.2D-Qy(7)
1.2D+SDY(10)
1.2D+Qx(11)
1.2D+SDX(12)
0.9D+Qx(14)
Mx
[kip.in]
My
[kip.in]
Mz
[kip.in]
-0.047
-3.797
0.00
5377.12
-27.54
9
-16.744
-0.645
24.167
0.00
-5626.24
-145.18
333
-17.072
0.772
-17.695
-11.79
-191.03
177.97
9
-5.860
0.232
-2.118
0.00
1787.14
-0.29
9
3.368
-0.287
7.535
0.00
-1879.24
-34.97
333
-2.943
-0.366
-5.094
7.63
-42.54
102.77
9
-6.845
0.069
-2.005
0.00
2011.83
-19.91
9
1.249
-0.378
8.392
0.00
-2098.50
-24.37
333
-2.760
0.317
-5.271
0.77
-46.01
63.48
9
-0.891
-0.003
-0.321
0.00
300.84
-6.36
9
-0.263
-0.013
1.262
0.00
-315.84
-2.84
333
-0.623
0.104
-0.846
-0.29
-7.07
9.24
9
-16.564
-0.044
-4.573
0.00
5334.25
-112.95
9
-4.545
-0.274
23.413
0.00
-5609.21
-60.45
-11.830
1.930
-16.448
-4.94
-133.78
174.17
9
0.902
0.308
-1.960
0.00
1728.32
-51.75
9
-9.281
-0.355
7.548
0.00
-1851.50
-78.72
333
-6.433
1.055
-5.054
-5.28
-74.44
132.42
9
0.356
-0.400
-2.286
0.00
2356.50
36.91
9
-2.098
-0.011
9.562
0.00
-2383.26
-2.50
333
-6.392
-0.784
-6.510
-3.98
-70.56
-32.41
9
0.730
0.325
-2.556
0.00
2306.99
-59.72
9
-11.092
-0.440
9.982
0.00
-2458.87
-97.67
333
-8.229
1.240
-6.724
-6.17
-94.57
159.77
9
-7.452
0.227
-2.691
0.00
2324.35
-11.64
9
2.899
-0.310
9.788
0.00
-2443.25
-40.05
-4.056
-0.180
-6.605
7.12
-55.16
119.27
9
0.672
-0.354
-1.686
0.00
1778.71
35.07
9
-0.807
0.026
7.145
0.00
-1782.95
5.71
333
-5.151
-0.763
-4.865
-2.54
-57.11
-39.32
9
-0.253
-0.035
-2.384
0.00
2266.23
-12.21
9
-6.999
-0.134
9.548
0.00
-2370.74
-58.64
333
-6.587
0.323
-6.528
-4.87
-73.04
73.01
9
-9.328
0.061
-2.899
0.00
2849.88
-37.62
9
0.517
-0.414
11.907
0.00
-2978.36
-32.29
-4.496
0.607
-7.628
-0.04
-65.71
89.22
9
0.767
-0.005
-2.421
0.00
2389.42
-21.61
9
-7.373
-0.336
10.064
0.00
-2484.74
-45.31
333
-6.848
0.363
-6.843
-4.86
-77.88
68.86
9
-0.364
-0.027
-1.783
0.00
1682.16
-8.32
9
-5.219
-0.079
7.101
0.00
-1762.55
-46.35
333
-4.946
0.246
-4.853
-3.64
-54.62
56.31
333
1.2D-Qx(13)
Vz
[kip]
-0.468
333
0.9D+Qy(8)
Vy
[kip]
9
333
0.9D-Qy(4)
N
[kip]
6 / 18
Project:
Project no:
Author:
Name
N
[kip]
Member
0.9D-Qx(15)
Vy
[kip]
Vz
[kip]
Mx
[kip.in]
My
[kip.in]
Mz
[kip.in]
9
0.700
0.001
-1.820
0.00
1806.18
-17.59
9
-5.583
-0.277
7.619
0.00
-1876.63
-32.39
333
-5.171
0.281
-5.171
-3.63
-59.06
51.41
Check
Summary
Name
Value
Check status
Analysis
100.0%
OK
Plates
0.3 < 5%
OK
Bolts
3.8 < 100%
OK
Welds
12.7 < 100%
OK
Buckling
Not calculated
Plates
Name
Fy
[ksi]
Thickness
[in]
σEd
[ksi]
Loads
εPl
[%]
Check status
9-bfl 1
36.0
3/4"
1.2D+1.6Lr(1)
32.4
0.0
OK
9-tfl 1
36.0
3/4"
1.2D+1.6Lr(1)
32.5
0.3
OK
9-w 1
36.0
1/2"
1.2D+1.6Lr(1)
32.4
0.0
OK
333-bfl 1
36.0
7/16"
1.2D+1.6Lr(1)
32.4
0.0
OK
333-tfl 1
36.0
7/16"
1.2D+1.6Lr(1)
32.4
0.1
OK
333-w 1
36.0
5/16"
1.2D+1.6Lr(1)
16.1
0.0
OK
FP1
36.0
1/2"
DEFLEXION(3)
4.7
0.0
OK
STIFF1a
36.0
3/4"
1.2D+1.6Lr(1)
18.1
0.0
OK
STIFF1b
36.0
3/4"
DEFLEXION(3)
32.4
0.1
OK
STIFF2a
36.0
3/4"
1.2D+1.6Lr(1)
5.2
0.0
OK
STIFF2b
36.0
3/4"
1.2D+1.6Lr(1)
7.3
0.0
OK
STIFF3a
36.0
3/4"
1.2D+1.6Lr(1)
8.4
0.0
OK
STIFF3b
36.0
3/4"
1.2D+1.6Lr(1)
7.8
0.0
OK
Design data
εlim
[%]
fy
[ksi]
Material
A36
36.0
5.0
Symbol explanation
εPl
Plastic strain
σEd
Eq. stress
fy
Yield strength
εlim
Limit of plastic strain
7 / 18
Project:
Project no:
Author:
Overall check, 1.2D+1.6Lr(1)
Strain check, 1.2D+1.6Lr(1)
8 / 18
Project:
Project no:
Author:
Equivalent stress, 1.2D+1.6Lr(1)
Bolts
Shape
Item
Grade
Loads
Ft
[kip]
V
[kip]
ϕRn,bearing
[kip]
Utt
[%]
Uts
[%]
Utts
[%]
Status
B1
3/4 A325 - 1
1.2D+1.6Lr(1)
0.325
0.060
23.496
1.1
0.3
-
OK
B2
3/4 A325 - 1
1.2D+1.6Lr(1)
0.443
0.141
23.496
1.5
0.8
-
OK
B3
3/4 A325 - 1
DEFLEXION(3)
1.119
0.213
23.496
3.8
1.2
-
OK
Design data
ϕRn,tension
[kip]
Grade
3/4 A325 - 1
ϕRn,shear
[kip]
29.795
17.877
Symbol explanation
Ft
Tension force
V
Resultant of shear forces Vy, Vz in bolt
ϕRn,bearing
Bolt bearing resistance
Utt
Utilization in tension
Uts
Utilization in shear
Utts
Utilization in tension and shear
ϕRn,tension
Bolt tension resistance AISC 360-16 J3.6
ϕRn,shear
Bolt shear resistance AISC 360-16 – J3.8
9 / 18
Project:
Project no:
Author:
Detailed result for B1
Tension resistance check (AISC 360-16: J3-1)
ϕRn = ϕ ⋅ Fnt ⋅ Ab =
29.795
kip
≥
Ft =
0.325
kip
Where:
Fnt = 89.9 ksi
– nominal tensile stress from AISC 360-16 Table J3.2
Ab = 0.442 in2 – gross bolt cross-sectional area
ϕ = 0.75
– capacity factor
Shear resistance check (AISC 360-16: J3-1)
ϕRn = ϕ ⋅ Fnv ⋅ Ab =
17.877
kip
≥
V =
0.060
kip
Where:
Fnv = 54.0 ksi – nominal shear stress from AISC 360-16 Table J3.2
Ab = 0.442 in2 – gross bolt cross-sectional area
ϕ = 0.75
– capacity factor
Bearing resistance check (AISC 360-16: J3-6)
Rn = 1.20 ⋅ lc ⋅ t ⋅ Fu
ϕRn =
23.496
kip
≤
≥
2.40 ⋅ d ⋅ t ⋅ Fu
V =
0.060
kip
Where:
lc = 2.997 in
– clear distance, in the direction of the force, between the edge of the hole and the edge of the adjacent hole or
edge of the material
t = 0.300 in
– thickness of the ply
d = 0.750 in
– diameter of a bolt
Fu = 58.0 ksi – tensile strength of the connected material
ϕ = 0.75
– resistance factor for bearing at bolt holes
Interaction of tension and shear check (AISC 360-16: J3-2)
The required stress, in either shear or tension, is less than or equal to 30% of the corresponding available stress and the effects of
combined stresses need not to be investigated.
Detailed result for B2
Tension resistance check (AISC 360-16: J3-1)
ϕRn = ϕ ⋅ Fnt ⋅ Ab =
29.795
kip
≥
Ft =
0.443
kip
Where:
Fnt = 89.9 ksi
– nominal tensile stress from AISC 360-16 Table J3.2
Ab = 0.442 in2 – gross bolt cross-sectional area
ϕ = 0.75
– capacity factor
Shear resistance check (AISC 360-16: J3-1)
ϕRn = ϕ ⋅ Fnv ⋅ Ab =
17.877
kip
≥
V =
0.141
kip
Where:
10 / 18
Project:
Project no:
Author:
Fnv = 54.0 ksi – nominal shear stress from AISC 360-16 Table J3.2
Ab = 0.442 in2 – gross bolt cross-sectional area
ϕ = 0.75
– capacity factor
Bearing resistance check (AISC 360-16: J3-6)
Rn = 1.20 ⋅ lc ⋅ t ⋅ Fu
ϕRn =
23.496
kip
≤
2.40 ⋅ d ⋅ t ⋅ Fu
V =
≥
0.141
kip
Where:
lc = 2.524 in
– clear distance, in the direction of the force, between the edge of the hole and the edge of the adjacent hole or
edge of the material
t = 0.300 in
– thickness of the ply
d = 0.750 in
– diameter of a bolt
Fu = 58.0 ksi – tensile strength of the connected material
ϕ = 0.75
– resistance factor for bearing at bolt holes
Interaction of tension and shear check (AISC 360-16: J3-2)
The required stress, in either shear or tension, is less than or equal to 30% of the corresponding available stress and the effects of
combined stresses need not to be investigated.
Detailed result for B3
Tension resistance check (AISC 360-16: J3-1)
ϕRn = ϕ ⋅ Fnt ⋅ Ab =
29.795
kip
≥
Ft =
1.119
kip
Where:
Fnt = 89.9 ksi
– nominal tensile stress from AISC 360-16 Table J3.2
Ab = 0.442 in2 – gross bolt cross-sectional area
ϕ = 0.75
– capacity factor
Shear resistance check (AISC 360-16: J3-1)
ϕRn = ϕ ⋅ Fnv ⋅ Ab =
17.877
kip
≥
V =
0.213
kip
Where:
Fnv = 54.0 ksi – nominal shear stress from AISC 360-16 Table J3.2
Ab = 0.442 in2 – gross bolt cross-sectional area
ϕ = 0.75
– capacity factor
Bearing resistance check (AISC 360-16: J3-6)
Rn = 1.20 ⋅ lc ⋅ t ⋅ Fu
ϕRn =
23.496
kip
≤
≥
2.40 ⋅ d ⋅ t ⋅ Fu
V =
0.213
kip
Where:
lc = 3.798 in
– clear distance, in the direction of the force, between the edge of the hole and the edge of the adjacent hole or
edge of the material
t = 0.300 in
– thickness of the ply
– diameter of a bolt
11 / 18
Project:
Project no:
Author:
d = 0.750 in
Fu = 58.0 ksi – tensile strength of the connected material
ϕ = 0.75
– resistance factor for bearing at bolt holes
Interaction of tension and shear check (AISC 360-16: J3-2)
The required stress, in either shear or tension, is less than or equal to 30% of the corresponding available stress and the effects of
combined stresses need not to be investigated.
Welds
Item
Th
[in]
Ls
[in]
L
[in]
Lc
[in]
Fn
[kip]
ϕRn
[kip]
Ut
[%]
Edge
Xu
Status
9-w 1
333-bfl 1
E70xx
-
-
6.000
-
-
-
-
OK
9-w 1
333-tfl 1
E70xx
-
-
6.000
-
-
-
-
OK
9-w 1
333-w 1
E70xx
-
-
17.286
-
-
-
-
OK
9-w 1
FP1
E70xx
◢1/4"◣
◢3/8"◣
15.178
0.949
1.184
9.299
12.7
OK
E70xx
◢1/4"◣
◢3/8"◣
15.146
0.947
0.953
7.781
12.2
OK
9-bfl 1
STIFF1a
E70xx
-
-
6.150
-
-
-
-
OK
9-w 1
STIFF1a
E70xx
-
-
22.600
-
-
-
-
OK
9-tfl 1
STIFF1a
E70xx
-
-
6.150
-
-
-
-
OK
9-bfl 1
STIFF1b
E70xx
-
-
6.150
-
-
-
-
OK
9-w 1
STIFF1b
E70xx
-
-
5.668
-
-
-
-
OK
333-bfl 1
STIFF1b
E70xx
-
-
6.146
-
-
-
-
OK
9-bfl 1
STIFF2a
E70xx
-
-
6.150
-
-
-
-
OK
9-w 1
STIFF2a
E70xx
-
-
22.600
-
-
-
-
OK
9-tfl 1
STIFF2a
E70xx
-
-
6.150
-
-
-
-
OK
9-bfl 1
STIFF2b
E70xx
-
-
6.150
-
-
-
-
OK
9-w 1
STIFF2b
E70xx
-
-
22.600
-
-
-
-
OK
9-tfl 1
STIFF2b
E70xx
-
-
6.150
-
-
-
-
OK
9-bfl 1
STIFF3a
E70xx
-
-
6.150
-
-
-
-
OK
9-w 1
STIFF3a
E70xx
-
-
22.600
-
-
-
-
OK
9-tfl 1
STIFF3a
E70xx
-
-
6.150
-
-
-
-
OK
9-bfl 1
STIFF3b
E70xx
-
-
6.150
-
-
-
-
OK
9-w 1
STIFF3b
E70xx
-
-
22.600
-
-
-
-
OK
9-tfl 1
STIFF3b
E70xx
-
-
6.150
-
-
-
-
OK
Symbol explanation
Th
Throat thickness of weld
Ls
Leg size of weld
L
Length of weld
Lc
Length of weld critical element
Fn
Force in weld critical element
ϕRn
Weld resistance AISC 360-16 J2.4
Ut
Utilization
12 / 18
Project:
Project no:
Author:
Detailed result for 9-w 1 / 333-bfl 1 - 1
Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.
Detailed result for 9-w 1 / 333-tfl 1 - 1
Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.
Detailed result for 9-w 1 / 333-w 1 - 1
Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.
Detailed result for 9-w 1 / FP1 - 1
Weld resistance check (AISC 360-16: J2-4)
ϕRn = ϕ ⋅ Fnw ⋅ Awe =
10.682
kip
≥
Fn =
1.184
kip
Where:
Fnw = 60.2 ksi – nominal stress of weld material:
Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:
FEXX = 70.0 ksi – electrode classification number, i.e. minimum specified tensile strength
θ = 65.3° – angle of loading measured from the weld longitudinal axis
Awe = 0.237 in2 – effective area of weld critical element
ϕ = 0.75
– resistance factor for welded connections
Detailed result for 9-w 1 / FP1 - 2
Weld resistance check (AISC 360-16: J2-4)
ϕRn = ϕ ⋅ Fnw ⋅ Awe =
11.161
kip
≥
Fn =
0.953
kip
Where:
Fnw = 62.9 ksi – nominal stress of weld material:
Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:
FEXX = 70.0 ksi – electrode classification number, i.e. minimum specified tensile strength
θ = 85.0° – angle of loading measured from the weld longitudinal axis
Awe = 0.237 in2 – effective area of weld critical element
ϕ = 0.75
– resistance factor for welded connections
Detailed result for 9-bfl 1 / STIFF1a - 1
Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.
Detailed result for 9-w 1 / STIFF1a - 1
Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.
13 / 18
Project:
Project no:
Author:
Detailed result for 9-tfl 1 / STIFF1a - 1
Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.
Detailed result for 9-bfl 1 / STIFF1b - 1
Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.
Detailed result for 9-w 1 / STIFF1b - 1
Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.
Detailed result for 333-bfl 1 / STIFF1b - 1
Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.
Detailed result for 9-bfl 1 / STIFF2a - 1
Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.
Detailed result for 9-w 1 / STIFF2a - 1
Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.
Detailed result for 9-tfl 1 / STIFF2a - 1
Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.
Detailed result for 9-bfl 1 / STIFF2b - 1
Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.
Detailed result for 9-w 1 / STIFF2b - 1
Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.
Detailed result for 9-tfl 1 / STIFF2b - 1
Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.
Detailed result for 9-bfl 1 / STIFF3a - 1
Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.
Detailed result for 9-w 1 / STIFF3a - 1
Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.
14 / 18
Project:
Project no:
Author:
Detailed result for 9-tfl 1 / STIFF3a - 1
Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.
Detailed result for 9-bfl 1 / STIFF3b - 1
Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.
Detailed result for 9-w 1 / STIFF3b - 1
Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.
Detailed result for 9-tfl 1 / STIFF3b - 1
Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.
Buckling
Buckling analysis was not calculated.
Bill of material
Manufacturing operations
Name
Plates
[in]
Shape
Nr.
CUT1
Welds
[in]
Length
[in]
Bevel: a = 7/16"
Bevel: a = 5/16"
12.0
17.3
FP1
P1/2"x5.6-15.2 (A36)
1
Double fillet: a = 1/4"
15.2
STIFF1
P3/4"x6.2-22.6 (A36)
2
Bevel: a = 3/4"
Bevel: a = 1/2"
18.5
28.3
STIFF2
P3/4"x6.2-22.6 (A36)
2
Bevel: a = 3/4"
Bevel: a = 1/2"
24.6
45.2
STIFF3
P3/4"x6.2-22.6 (A36)
2
Bevel: a = 3/4"
Bevel: a = 1/2"
24.6
45.2
Bolts
3/4 A325
Nr.
3
15 / 18
Project:
Project no:
Author:
Welds
Type
Throat thickness
[in]
Material
Leg size
[in]
Length
[in]
Bevel
E70xx
-
-
18.1
Bevel
E70xx
-
-
17.3
Double fillet
E70xx
1/4"
3/8"
15.2
Bevel
E70xx
-
-
67.7
Bevel
E70xx
-
-
118.7
Bolts
Name
3/4 A325
Grip length
[in]
Count
0.787
3
Drawing
FP1
P1/2"x15.200-5.566 (A36)
STIFF1
P3/4"x22.600-6.150 (A36)
16 / 18
Project:
Project no:
Author:
STIFF2
P3/4"x22.600-6.150 (A36)
STIFF3
P3/4"x22.600-6.150 (A36)
17 / 18
Project:
Project no:
Author:
333, W18X35 - Web 1:
Code settings
Item
Value
Unit
Reference
Friction coefficient - concrete
0.40
-
ACI 349 – B.6.1.4
Friction coefficient in slip-resistance
0.30
-
AISC 360-16 – J3.8
Limit plastic strain
0.05
-
Weld stress evaluation
Plastic redistribution
Detailing
No
Distance between bolts [d]
2.66
-
AISC 360-16 – J3.3
Distance between bolts and edge [d]
1.25
-
AISC 360-16 – J.3.4
Concrete breakout resistance
Yes
Base metal capacity check at weld fusion face
No
AISC 360-16 – J2-2
Cracked concrete
Yes
ACI 318-14 – Chapter 17
Local deformation check
No
Local deformation limit
0.03
Geometrical nonlinearity (GMNA)
Yes
-
CIDECT DG 1, 3 - 1.1
Large deformations for hollow sections
18 / 18