Base Plate 2 Rapor

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Project data
Project name
Project number
Author
Description
Date 9.09.2024
Design code AISC 360-16
Material
Steel S235, S275, S235JR, S275JR
Concrete C30/37
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Project item Base Plate
Design
Name Base Plate
Description GDS24.16
Analysis Stress, strain/ simplified loading
Design code AISC - LRFD 2016
Beams and columns

β– γ- α- Offset Offset Offset
Forces
Name Cross-section Direction Pitch Rotation ex ey ez
in
[°] [°] [°] [mm] [mm] [mm]
11 - HI560-20-30-
COL 0.0 -90.0 0.0 0 0 0 Node
400(Iw560x400)
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BP1
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BP1
Cross-sections
Name Material
11 - HI560-20-30-
S275JR
400(Iw560x400)
16 - General S275JR, S275JR
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Cross-sections
Name Material Drawing
11 - HI560-20-30-
S275JR
400(Iw560x400)
16 - General S275JR, S275JR
Anchors
Diameter fu Gross area
Name Bolt assembly
[mm] [MPa] [mm2]
M64 M64 64 1000.0 3217
Load effects (equilibrium not required)

N Vy Vz Mx My Mz
Name Member
[kN] [kN] [kN] [kNm] [kNm] [kNm]
AC_(5.3_2) COL -485.0 1700.0 10.0 0.0 0.0 0.0
AC_(5.3) COL 2856.0 520.0 10.0 0.0 0.0 0.0
AC_(7.2) COL -2225.0 1055.0 12.0 0.0 0.0 0.0
AC_(5.3_3) COL 2850.0 1700.0 10.0 0.0 0.0 0.0
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Foundation block
Item Value Unit
CB 1
Dimensions 1650 x 1200 mm
Depth 2000 mm
Anchor M64
Anchoring length 1200 mm
Shear force transfer Shear lug
Cross-section of shear lug General
Length of shear lug 500 mm
Mortar joint 50 mm
Check
Summary
Name Value Check status
Analysis 100.0% OK
Plates 1.8 < 5.0% OK
Anchors 98.7 < 100% OK
Welds 77.6 < 100% OK
Concrete block 70.6 < 100% OK
Shear 115.0 > 100% Not OK!
Buckling Not calculated
Plates
fy Thickness σEd εPl σcEd
Name Loads Check status
[MPa] [mm] [MPa] [%] [MPa]
COL-tfl 1 275.0 30.0 AC_(5.3_2) 250.9 1.6 0.0 OK
COL-bfl 1 275.0 30.0 AC_(5.3_2) 250.9 1.6 0.0 OK
COL-w 1 275.0 20.0 AC_(5.3_3) 247.6 0.0 0.0 OK
Member 2-bfl 1 275.0 40.0 AC_(5.3_3) 247.6 0.0 0.0 OK
Member 2-bfl 2 275.0 40.0 AC_(5.3_3) 247.8 0.1 0.0 OK
Member 2-bfl 3 275.0 40.0 AC_(5.3_3) 226.4 0.0 0.0 OK
BP1 275.0 40.0 AC_(5.3_3) 249.3 0.8 0.0 OK
WID1a 275.0 30.0 AC_(5.3_2) 249.2 0.8 0.0 OK
WID1b 275.0 30.0 AC_(5.3_2) 251.2 1.8 0.0 OK
WID1c 275.0 30.0 AC_(5.3_2) 249.2 0.8 0.0 OK
WID1d 275.0 30.0 AC_(5.3_2) 251.2 1.8 0.0 OK
Design data
fy εlim
Material
[MPa] [%]
S275JR 275.0 5.0
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Overall check, AC_(5.3_2)
Strain check, AC_(5.3_2)
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Equivalent stress, AC_(5.3_2)
Anchors
Nf Utt Uts Utts
Shape Item Loads Status
[kN] [%] [%] [%]
A1 AC_(5.3_3) 1247.8 77.5 0.0 65.3 OK
A2 AC_(5.3_3) 1589.3 98.7 0.0 97.8 OK
A3 AC_(5.3_3) 1254.6 77.9 0.0 65.9 OK
A4 AC_(5.3_3) 1589.7 98.7 0.0 97.8 OK
Design data
ϕNsa
Grade
[kN]
M64 - 1 1611.0
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Detailed result for A1

Anchor tensile resistance (ACI 318-14 – 17.4.1)
ϕNsa = ϕ ⋅ Ase,N ⋅ futa =

1611.0 kN ≥ Nf =

1247.8 kN
Where:
ϕ = 0.70 – resistance factor
Ase,N = 2676 mm2 – tensile stress area

futa = 860.0 MPa

– specified tensile strength of anchor steel:
futa = min(860 MPa, 1.9 ⋅ fya , fu ) , where:

fya = 900.0 MPa – specified yield strength of anchor steel

fu = 1000.0 MPa – specified ultimate strength of anchor steel

Interaction of tensile and shear forces (ACI 318-14 – R17.6)
Utt 5/3 + Uts 5/3 =

0.65 ≤ 1.0
Where:
Utt = 0.77 – maximum ratio of factored tensile force and tensile resistance determined from all appropriate failure

modes
Uts = 0.00 – maximum ratio of factored shear force and shear resistance determined from all appropriate failure

modes
Supplementary reinforcement (ACI 318-14 – 17.4.2.9; ACI 318-14 – 17.5.2.9)

Supplementary reinforcement should resist force of 5681.4 kN in tension and 18.4 kN in shear.


1611.0 kN ≥ Nf =

1589.3 kN
Where:

futa = 860.0 MPa




Utt 5/3 + Uts 5/3 =

0.98 ≤ 1.0
Where:

modes

modes

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1611.0 kN ≥ Nf =

1254.6 kN
Where:

futa = 860.0 MPa




Utt 5/3 + Uts 5/3 =

0.66 ≤ 1.0
Where:

modes

modes



1611.0 kN ≥ Nf =

1589.7 kN
Where:

futa = 860.0 MPa




Utt 5/3 + Uts 5/3 =

0.98 ≤ 1.0
Where:

modes

modes

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Weld sections
Th Ls L Lc Fn ϕRn Ut
Item Edge Xu Loads Status
[mm] [mm] [mm] [mm] [kN] [kN] [%]
BP1 COL-tfl 1 E70xx ◢14.1◣ ◢20.0◣ 399 50 AC_(5.3_3) 124.7 165.7 75.3 OK
E70xx ◢14.1◣ ◢20.0◣ 400 50 AC_(5.3_3) 167.2 219.0 76.4 OK
BP1 COL-bfl 1 E70xx ◢14.1◣ ◢20.0◣ 400 50 AC_(5.3_3) 167.2 219.0 76.4 OK
E70xx ◢14.1◣ ◢20.0◣ 399 50 AC_(5.3_3) 125.1 166.3 75.3 OK
BP1 COL-w 1 E70xx ◢9.9◣ ◢14.0◣ 499 50 AC_(5.3_2) 102.8 136.9 75.1 OK
E70xx ◢9.9◣ ◢14.0◣ 499 50 AC_(5.3_2) 79.8 113.9 70.0 OK
BP1 Member 2-bfl 1 E70xx ◢19.8◣ ◢28.0◣ 599 50 AC_(5.3_2) 156.1 237.3 65.8 OK
E70xx ◢19.8◣ ◢28.0◣ 599 50 AC_(5.3_3) 200.4 276.0 72.6 OK
E70xx ◢19.8◣ ◢28.0◣ 479 48 AC_(5.3_3) 230.2 304.8 75.5 OK
E70xx ◢19.8◣ ◢28.0◣ 479 48 AC_(5.3_3) 199.7 296.2 67.4 OK
BP1 WID1a E70xx ◢14.1◣ ◢20.0◣ 300 37 AC_(5.3_2) 80.0 142.6 56.1 OK
E70xx ◢14.1◣ ◢20.0◣ 300 37 AC_(5.3_3) 130.3 172.5 75.5 OK
COL-tfl 1 WID1a E70xx - - 300 - - - - - OK
BP1 WID1b E70xx ◢14.1◣ ◢20.0◣ 300 37 AC_(5.3_3) 128.7 166.0 77.6 OK
E70xx ◢14.1◣ ◢20.0◣ 300 37 AC_(5.3_2) 129.1 170.1 75.9 OK
COL-tfl 1 WID1b E70xx - - 300 - - - - - OK
BP1 WID1c E70xx ◢14.1◣ ◢20.0◣ 300 37 AC_(5.3_3) 130.3 172.5 75.5 OK
E70xx ◢14.1◣ ◢20.0◣ 300 37 AC_(5.3_2) 79.4 143.0 55.5 OK
COL-bfl 1 WID1c E70xx - - 300 - - - - - OK
BP1 WID1d E70xx ◢14.1◣ ◢20.0◣ 300 37 AC_(5.3_2) 129.0 170.0 75.9 OK
E70xx ◢14.1◣ ◢20.0◣ 300 37 AC_(5.3_3) 128.7 165.9 77.6 OK
COL-bfl 1 WID1d E70xx - - 300 - - - - - OK
Detailed result for BP1 / COL-tfl 1 - 1

Weld resistance check (AISC 360-16: J2-4)
ϕRn = ϕ ⋅ Fnw ⋅ Awe =

165.7 kN ≥ Fn =

124.7 kN
Where:
Fnw = 313.1 MPa – nominal stress of weld material:

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength

θ = 17.3° – angle of loading measured from the weld longitudinal axis
Awe = 706 mm2 – effective area of weld critical element

ϕ = 0.75 – resistance factor for welded connections
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Detailed result for BP1 / COL-tfl 1 - 2


219.0 kN ≥ Fn =

167.2 kN
Where:




Detailed result for BP1 / COL-bfl 1 - 1


219.0 kN ≥ Fn =

167.2 kN
Where:




Detailed result for BP1 / COL-bfl 1 - 2


166.3 kN ≥ Fn =

125.1 kN
Where:




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Detailed result for BP1 / COL-w 1 - 1


136.9 kN ≥ Fn =
102.8 kN
Where:




Detailed result for BP1 / COL-w 1 - 2


113.9 kN ≥ Fn =

79.8 kN
Where:




Detailed result for BP1 / Member 2-bfl 1 - 1


237.3 kN ≥ Fn =
156.1 kN
Where:




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276.0 kN ≥ Fn =

200.4 kN
Where:






304.8 kN ≥ Fn =

230.2 kN
Where:






304.8 kN ≥ Fn =

230.2 kN
Where:




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296.7 kN ≥ Fn =

197.6 kN
Where:






296.2 kN ≥ Fn =

199.7 kN
Where:




Detailed result for BP1 / WID1a - 1


142.6 kN ≥ Fn =

80.0 kN
Where:




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Detailed result for BP1 / WID1a - 2


172.5 kN ≥ Fn =

130.3 kN
Where:




Detailed result for COL-tfl 1 / WID1a - 1
Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.
Detailed result for BP1 / WID1b - 1


166.0 kN ≥ Fn =

128.7 kN
Where:




Detailed result for BP1 / WID1b - 2


170.1 kN ≥ Fn =

129.1 kN
Where:




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Detailed result for COL-tfl 1 / WID1b - 1
Detailed result for BP1 / WID1c - 1


172.5 kN ≥ Fn =

130.3 kN
Where:




Detailed result for BP1 / WID1c - 2


143.0 kN ≥ Fn =

79.4 kN
Where:




Detailed result for COL-bfl 1 / WID1c - 1
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Detailed result for BP1 / WID1d - 1


170.0 kN ≥ Fn =

129.0 kN
Where:




Detailed result for BP1 / WID1d - 2


165.9 kN ≥ Fn =

128.7 kN
Where:




Detailed result for COL-bfl 1 / WID1d - 1
Concrete block
A1 A2 σ Ut
Item Loads Status
[mm2] [mm2] [MPa] [%]
CB 1 AC_(5.3_3) 122474 554273 23.4 70.6 OK
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Detailed result for CB 1

Concrete block compressive resistance check (AISC 360-16 Section J8)
ϕc fp,max =

33.2 MPa ≥ σ= 23.4 MPa
Where:
fp,max = 51.0 MPa – concrete block design bearing strength:

fp,max = 0.85 ⋅ fc′ ⋅

A2
A1

≤ 1.7 ⋅ fc′ , where:

fc′
= 30.0 MPa – concrete compressive strength

A1 = 122474 mm2 – base plate area in contact with concrete surface

A2 = 554273 mm2 – concrete supporting surface

ϕc = 0.65 – resistance factor for concrete

Shear in contact plane

V Pbr Vcb Ut
Item Loads Status
[kN] [kN] [kN] [%]
BP1 AC_(5.3_2) 1693.1 18801.8 1472.4 115.0 Not OK!
Detailed result for BP1

Bearing capacity check (ACI 349-01–B.4.5, ACI 349-01 RB11)
ϕc Pbr = ϕ ⋅ 1.3 ⋅ fc′ ⋅ A1 + ϕ ⋅ Kc ⋅ (Ny − Pa ) =

18801.8 kN ≥ V = 1693.1 kN
Where:
ϕ = 0.7 – resistance factor for bearing of bolts on steel
fc′ = 30.0 MPa – concrete compressive strength

A1 = 272624 mm2 – projected area of the embedded area of the shear lug in the direction of the force excluding the

portion of the lug in contact with the grout above concrete member
Kc = 1.60 – confinement coefficient
Ny = 9633.6 kN – yield strength of tensioned anchors
Ny = n ⋅ Ase ⋅ Fy , where:

n = 4.0 – number of tensioned anchors

Ase = 2676 mm2 – tensile stress area of an anchor

Fy = 900.0 MPa – anchor yield strength

Pa = -508.5 kN – external axial load

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Concrete breakout strength check (ACI 349 – B11)
ϕVcb = ϕ ⋅ Ψα,v ⋅ Avc ⋅ 0.33 ⋅

fc′ =

1472.4 kN < V = 1693.1 kN
Where:
ϕ = 0.85 – steel embedment material resistance factor for reinforcement
Ψα,V = 1.0 – modification factor for shear lug loaded at an angle with the concrete edge

1
Ψα,V =
(cos αV )2 +(0.5⋅sin αV )2

, where:
αV = 0.0 ° – angle between direction of shear force and direction perpendicular to concrete edge

Avc = 952500 mm2 – effective stress area defined by projecting a 45o plane from the bearing edges of the shear lug to

the free surface in the direction of the shear load. The bearing area of the shear lug is excluded
from the projected area.
fc′ = 30.0 MPa
– concrete compressive strength
Buckling
Buckling analysis was not calculated.
Cost estimation
Steel
Total weight Unit cost Cost
Steel grade
[kg] [US$/kg] [US$]
S275JR 499.85 2.50 1249.62
Bolts
Total weight Unit cost Cost
Bolt assembly
[kg] [US$/kg] [US$]
M64 35.28 6.00 211.68
Welds
Throat thickness Leg size Plate thickness Total weight Unit cost Cost
Weld type
[mm] [mm] [mm] [kg] [US$/kg] [US$]
Double fillet 14.1 20.0 - 6.28 45.00 282.60
Double fillet 9.9 14.0 - 0.77 45.00 34.62
Double fillet 19.8 28.0 - 9.60 45.00 432.04
Bevel - - 30.0 5.09 60.00 305.21
Hole drilling
Bolt assembly cost Percentage of bolt assembly cost Cost
[US$] [%] [US$]
211.68 30.0 63.50
Cost summary
Cost
Cost estimation summary
[US$]
Total estimated cost 2579.27
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Bill of material
Manufacturing operations
Plates Welds Length
Name Shape Nr. Bolts Nr.
[mm] [mm] [mm]
Double fillet: a = 14.1 800.0

BP1 P40.0x1000.0-620.0 (S275JR) 1 Double fillet: a = 9.9 500.0 M64 4

WID1 P30.0x300.0-300.0 (S275JR) 4
Butt: a = 14.1 1200.0
Welds
Throat thickness Leg size Length
Type Material
[mm] [mm] [mm]
Double fillet E70xx 14.1 20.0 2000.0
Butt E70xx - - 1200.0
Anchors
Length Drill length
Name Count
[mm] [mm]
M64 1290 1200 4
Drawing
BP1
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P40.0x620-1000 (S275JR)
WID1
P30.0x300-300 (S275JR)
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Symbol explanation
Symbol Symbol explanation
εPl Strain
fy Yield strength
εlim Limit of plastic strain
Nf Tension force
Ut Utilization
Uts Utilization in shear
Utts Utilization in tension and shear EN 1993-1-8 table 3.4
ϕNsa Steel strength in tension – ACI 318-14 – 17.4.1
Th Throat thickness of weld
Ls Leg size of weld
L Length of weld
Lc Length of critical weld element
Fn Force in weld critical element
ϕRnw Weld resistance AISC 360-16 J2.4
A1 Loaded area
A2 Supporting area
σ Average stress in concrete
V Resultant of shear forces Vy, Vz in bolt
Pbr Concrete block bearing capacity
Vcb Concrete cone breakout resistance
Code settings
Item Value Unit Reference
Friction coefficient - concrete 10.00 - 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 None
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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Base Plate 2 Rapor

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Project:

Project item Base Plate

Beams and columns

16 - General S275JR, S275JR

Load effects (equilibrium not required)

Overall check, AC_(5.3_2)

Strain check, AC_(5.3_2)

Equivalent stress, AC_(5.3_2)

A2 AC_(5.3_3) 1589.3 98.7 0.0 97.8 OK

A3 AC_(5.3_3) 1254.6 77.9 0.0 65.9 OK

A4 AC_(5.3_3) 1589.7 98.7 0.0 97.8 OK

Detailed result for A1

ϕNsa = ϕ ⋅ Ase,N ⋅ futa =

futa = 860.0 MPa

futa = min(860 MPa, 1.9 ⋅ fya , fu ) , where:

fya = 900.0 MPa – specified yield strength of anchor steel

fu = 1000.0 MPa – specified ultimate strength of anchor steel

Interaction of tensile and shear forces (ACI 318-14 – R17.6)

Utt 5/3 + Uts 5/3 =

Supplementary reinforcement (ACI 318-14 – 17.4.2.9; ACI 318-14 – 17.5.2.9)

Detailed result for A2

ϕNsa = ϕ ⋅ Ase,N ⋅ futa =

futa = 860.0 MPa

futa = min(860 MPa, 1.9 ⋅ fya , fu ) , where:

fya = 900.0 MPa – specified yield strength of anchor steel

fu = 1000.0 MPa – specified ultimate strength of anchor steel

Interaction of tensile and shear forces (ACI 318-14 – R17.6)

Utt 5/3 + Uts 5/3 =

Supplementary reinforcement (ACI 318-14 – 17.4.2.9; ACI 318-14 – 17.5.2.9)

Detailed result for A3

ϕNsa = ϕ ⋅ Ase,N ⋅ futa =

Ase,N = 2676 mm2 – tensile stress area

futa = 860.0 MPa

futa = min(860 MPa, 1.9 ⋅ fya , fu ) , where:

fya = 900.0 MPa – specified yield strength of anchor steel

fu = 1000.0 MPa – specified ultimate strength of anchor steel

Interaction of tensile and shear forces (ACI 318-14 – R17.6)

Utt 5/3 + Uts 5/3 =

Supplementary reinforcement (ACI 318-14 – 17.4.2.9; ACI 318-14 – 17.5.2.9)

Detailed result for A4

ϕNsa = ϕ ⋅ Ase,N ⋅ futa =

Ase,N = 2676 mm2 – tensile stress area

futa = 860.0 MPa

futa = min(860 MPa, 1.9 ⋅ fya , fu ) , where:

fya = 900.0 MPa – specified yield strength of anchor steel

fu = 1000.0 MPa – specified ultimate strength of anchor steel

Interaction of tensile and shear forces (ACI 318-14 – R17.6)

Utt 5/3 + Uts 5/3 =

Supplementary reinforcement (ACI 318-14 – 17.4.2.9; ACI 318-14 – 17.5.2.9)

Detailed result for BP1 / COL-tfl 1 - 1

ϕRn = ϕ ⋅ Fnw ⋅ Awe =

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

θ = 17.3° – angle of loading measured from the weld longitudinal axis

Awe = 706 mm2 – effective area of weld critical element

ϕ = 0.75 – resistance factor for welded connections

Detailed result for BP1 / COL-tfl 1 - 2

ϕRn = ϕ ⋅ Fnw ⋅ Awe =

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

θ = 64.2° – angle of loading measured from the weld longitudinal axis

Awe = 706 mm2 – effective area of weld critical element