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Project data
Project name
Project number
Author
Description
Date 25/06/2025
Design code AISC 360-16
Material
Steel A36, Aluminum Alloy 6063 T6
Concrete 4000 psi, 6000 psi
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Project item CON1
Design
Name CON1
Description
Analysis Stress, strain/ simplified loading
Design code AISC - LRFD 2016
Beams and columns
β – Direction γ - Pitch α - Rotation Offset ex Offset ey Offset ez
Name Cross-section Forces in
[°] [°] [°] [mm] [mm] [mm]
M1 1 - MR100/50/4 0.0 -45.0 0.0 0 0 0 Node
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Cross-sections
Name Material
1 - MR100/50/4 A36
Cross-sections
Name Material Drawing
1 - MR100/50/4 A36
Anchors / Bolts
Diameter fu Gross area
Name Bolt assembly
[mm] [MPa] [mm2]
M12 A4 M12 A4 12 700.0 113
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Load effects (equilibrium not required)
N Vy Vz Mx My Mz
Name Member
[kN] [kN] [kN] [kNm] [kNm] [kNm]
LE1 M1 21.1 0.1 -14.0 0.0 3.6 0.0
Foundation block
Item Value Unit
CB 1
Dimensions 800 x 800 mm
Depth 600 mm
Anchor M12 A4
Anchoring length 100 mm
Shear force transfer Anchors
Check
Summary
Name Value Check status
Analysis 100.0% OK
Plates 1.7 < 5.0% OK
Bolts 87.6 < 100% OK
Anchors 78.0 < 100% OK
Welds 65.9 < 100% OK
Concrete block 9.2 < 100% OK
Buckling Not calculated
Plates
fy Thickness σEd εPl σcEd
Name Loads Check status
[MPa] [mm] [MPa] [%] [MPa]
M1 248.2 4.0 LE1 226.8 1.7 0.0 OK
SP1 248.2 10.0 LE1 210.8 0.0 0.0 OK
SP2 248.2 10.0 LE1 177.9 0.0 4.6 OK
SP3 248.2 10.0 LE1 174.9 0.0 5.9 OK
Design data
fy εlim
Material
[MPa] [%]
A36 248.2 5.0
Symbol explanation
εPl Plastic strain
σcEd Contact stress
σEd Eq. stress
fy Yield strength
εlim Limit of plastic strain
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Overall check, LE1
Strain check, LE1
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Equivalent stress, LE1
Bolts
Ft V ϕRn,bearing Utt Uts Utts
Shape Item Grade Loads Status
[kN] [kN] [kN] [%] [%] [%]
B6 M12 A4 - 1 LE1 3.1 16.6 34.6 7.1 62.4 - OK
B7 M12 A4 - 1 LE1 0.5 23.4 34.6 1.1 87.6 - OK
Design data
ϕRn,tension ϕRn,shear
Grade
[kN] [kN]
M12 A4 - 1 44.5 26.7
Bolts: B6, B7 There is a gap between connected plates. Bolts should be designed as pins. Provided resistances of bolts in shear
and plates in bearing may be incorrect
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
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Anchors
Nf V ϕNcbg ϕVcbg ϕVcp Utt Uts Utts
Shape Item Loads Status
[kN] [kN] [kN] [kN] [kN] [%] [%] [%]
A2 LE1 0.6 6.1 67.1 55.5 179.9 67.5 44.6 78.0 OK
A3 LE1 0.7 6.3 67.1 55.5 179.9 67.5 44.6 78.0 OK
A4 LE1 22.1 6.3 67.1 - 179.9 67.5 27.2 63.4 OK
A5 LE1 21.9 6.1 67.1 97.5 179.9 67.5 26.7 63.0 OK
Design data
ϕNsa ϕVsa
Grade
[kN] [kN]
M12 A4 - 2 41.3 23.0
Bolts: B6, B7 There is a gap between connected plates. Bolts should be designed as pins. Provided resistances of bolts in shear
and plates in bearing may be incorrect
Symbol explanation
Nf Tension force
V Resultant of shear forces Vy, Vz in bolt
ϕNcbg Concrete breakout strength in tension – ACI 318-14 – 17.4.2
ϕVcbg Concrete breakout strength in shear – ACI 318-14 – 17.5.2
ϕVcp Concrete pryout strength in shear – ACI 318-14 – 17.5.3
Utt Utilization in tension
Uts Utilization in shear
Utts Utilization in tension and shear
ϕNsa Steel strength of anchor in tension - ACI 318-14 – 17.4.1
ϕVsa Steel strength of anchor in shear - ACI 318-14 – 17.5.1
Weld sections
Th Ls L Lc Fn ϕRn Ut
Item Edge Xu Loads Status
[mm] [mm] [mm] [mm] [kN] [kN] [%]
SP1 SP2 E70xx ◢2.8◣ ◢4.0◣ 199 12 LE1 3.8 11.3 33.2 OK
E70xx ◢2.8◣ ◢4.0◣ 198 12 LE1 5.8 8.8 65.7 OK
SP1 SP3 E70xx ◢2.8◣ ◢4.0◣ 198 12 LE1 5.8 8.8 65.9 OK
E70xx ◢2.8◣ ◢4.0◣ 199 12 LE1 4.0 11.3 35.4 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
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Concrete block
A1 A2 σ Ut
Item Loads Status
[mm2] [mm2] [MPa] [%]
CB 1 LE1 10130 578234 4.2 9.2 OK
Symbol explanation
A1 Loaded area
A2 Supporting area
σ Average stress in concrete
Ut Utilization
Buckling
Buckling analysis was not calculated.
Bill of material
Manufacturing operations
Plates Welds Length
Name Shape Nr. Bolts Nr.
[mm] [mm] [mm]
SP1 P10.0x200.0-200.0 (A36) 1 M12 A4 4
SP2 P10.0x150.0-200.0 (A36) 1 M12 A4 2
SP3 P10.0x150.0-200.0 (A36) 1 M12 A4 2
Welds
Throat thickness Leg size Length
Type Material
[mm] [mm] [mm]
Double fillet E70xx 2.8 4.0 400.0
Anchors
Length Drill length
Name Count
[mm] [mm]
M12 A4 110 100 4
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Bolts
Grip length
Name Count
[mm]
M12 A4 70 2
Drawing
SP1
P10.0x200-200 (A36)
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SP2
P10.0x200-150 (A36)
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SP3
P10.0x200-150 (A36)
M1, MR100/50/4 - Web 2:
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M1, MR100/50/4 - Web 4:
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 -
Plastic
Weld stress evaluation
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 check Both
Base metal capacity check at weld fusion
No AISC 360-16: J2-2
face
Cracked concrete Yes ACI 318-14 – Chapter 17
Local deformation check No
Local deformation limit 0.03 - CIDECT DG 1, 3 - 1.1
Analysis with large deformations for hollow section
Geometrical nonlinearity (GMNA) Yes
joints
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