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Project data
Project name
Project number
Author
Description
Date 12/5/2023
Design code AISC 360-16

Material
Steel A36
Concrete f'c 25 Mpa, Edit of 3000 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 - Plate 35, 665 0.0 0.0 90.0 0 0 0 Node

Cross-sections
Name Material
1 - Plate 35, 665 A36

Anchors
Diameter fu Gross area
Name Bolt assembly
[mm] [MPa] [mm2]
1 1/8 F1554 Gr.55 (2010) 1 1/8 F1554 Gr.55 (2010) 29 517.1 641

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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 1242.0 962.0 0.0 0.0 0.0 0.0

Foundation block
Item Value Unit
CB 1
Dimensions 815 x 400 mm
Depth 700 mm
Anchor 1 1/8 F1554 Gr.55 (2010)
Anchoring length 300 mm
Shear force transfer Friction

Check

Summary
Name Value Check status
Analysis 100.0% OK
Plates 0.6 < 5.0% OK
Anchors 5908.6 > 100% Not OK!
Welds 75.0 < 100% OK
Concrete block Not calculated
Shear ∞ > 100% Not OK!
Buckling Not calculated

Plates
fy Thickness σEd εPl σcEd
Name Loads Check status
[MPa] [mm] [MPa] [%] [MPa]
M1-bfl 1 248.2 35.0 LE1 224.6 0.6 0.0 OK
SP1 248.2 35.0 LE1 206.3 0.0 0.0 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

Anchors
Nf V ϕNcbg ϕVcp Utt Uts Utts
Shape Item Loads Status
[kN] [kN] [kN] [kN] [%] [%] [%]
A1 LE1 156.1 0.1 108.3 201.1 1155.8 0.2 5908.6 Not OK!
A2 LE1 155.7 0.1 108.3 201.1 1155.8 0.2 5908.6 Not OK!
A3 LE1 156.7 0.1 108.3 201.1 1155.8 0.2 5908.6 Not OK!
A4 LE1 157.3 0.1 108.3 201.1 1155.8 0.2 5908.6 Not OK!
A5 LE1 156.1 0.1 108.3 201.1 1155.8 0.2 5908.6 Not OK!
A6 LE1 155.7 0.1 108.3 201.1 1155.8 0.2 5908.6 Not OK!
A7 LE1 156.7 0.1 108.3 201.1 1155.8 0.2 5908.6 Not OK!
A8 LE1 157.3 0.1 108.3 201.1 1155.8 0.2 5908.6 Not OK!

Design data
ϕNsa ϕVsa
Grade
[kN] [kN]
1 1/8 F1554 Gr.55 (2010) -
178.2 99.3
1

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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
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 M1-bfl 1 E70xx ◢7.8◣ ◢11.0◣ 663 41 LE1 67.1 89.5 75.0 OK
E70xx ◢7.8◣ ◢11.0◣ 663 41 LE1 67.0 89.4 75.0 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

Concrete block
A1 A2 σ Ut
Item Loads Status
[mm2] [mm2] [MPa] [%]
CB 1 LE1 NaN NaN - - OK

Symbol explanation
A1 Loaded area
A2 Supporting area
σ Average stress in concrete
Ut Utilization

Shear in contact plane

V ϕVr μ Ut
Item Loads Status
[kN] [kN] [-] [%]
SP1 LE1 961.5 - 0.40 ∞ Not OK!

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Symbol explanation
V Shear force
ϕVr Shear resistance
μ Coefficient of friction between base plate and concrete block
Ut Utilization

Buckling
Buckling analysis was not calculated.

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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