Base Plate Report - graitec.com
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Base Plate Report 1 Joint description..................................................................................................................... 3 2 Load combinations description............................................................................................. 4 3 Design Assumptions............................................................................................................... 4 4 Holes distances conditions..................................................................................................... 6 4.1 Minimum distance conditions for round holes ............................................................................ 6 4.2 Maximum distance for steel without improved atmospheric corrosion resistance..................... 6 5 Compression verifications..................................................................................................... 6 5.1 Compression resistance of the column......................................................................................... 6 5.2 Compression verification of the column base.............................................................................. 6 6 Anchor Verifications.............................................................................................................. 8 6.1 Anchor bolt tension verification................................................................................................... 8 6.2 Anchor bolt shear verification...................................................................................................... 9 6.3 Anchor bolt combined shear-tension verification........................................................................ 9 6.4 Summary - Individual anchor bolt verifications.......................................................................... 9 7 Stiffeners verifications........................................................................................................... 9 8 Tension verifications.............................................................................................................. 9 9 Shear verifications.............................................................................................................. 10 9.1 Column web panel in shear........................................................................................................ 10 10 T-Stub method..................................................................................................................... 11 11 Weld verifications............................................................................................................... 11 11.1 Weld dimension conditions........................................................................................................ 11 11.2 Member weld verification by real moment (weld design method: simplified)......................... 11 12 Rotational Stiffness.............................................................................................................. 11 13 Warning and error messages.............................................................................................. 11 14 Summary.............................................................................................................................. 12 Table of Contents Maximum Work Ratio Passed Project Address Report Execution class EN 1090-2 EXC2 GRAITEC INNOVATION www.graitec.com 17 Burospace 91572 Bièvres Designed by Date Verified by Date Revision 0 Drawing Page 1 of 12 Steel Connection Designer 2020
Transcript of Base Plate Report - graitec.com
Base Plate Report
1 Joint description..................................................................................................................... 32 Load combinations description............................................................................................. 43 Design Assumptions............................................................................................................... 44 Holes distances conditions..................................................................................................... 6
4.1 Minimum distance conditions for round holes ............................................................................64.2 Maximum distance for steel without improved atmospheric corrosion resistance..................... 6
5 Compression verifications..................................................................................................... 65.1 Compression resistance of the column.........................................................................................65.2 Compression verification of the column base..............................................................................6
6 Anchor Verifications.............................................................................................................. 86.1 Anchor bolt tension verification...................................................................................................86.2 Anchor bolt shear verification......................................................................................................96.3 Anchor bolt combined shear-tension verification........................................................................96.4 Summary - Individual anchor bolt verifications..........................................................................9
7 Stiffeners verifications........................................................................................................... 98 Tension verifications.............................................................................................................. 99 Shear verifications.............................................................................................................. 10
9.1 Column web panel in shear........................................................................................................1010 T-Stub method..................................................................................................................... 1111 Weld verifications............................................................................................................... 11
11.1 Weld dimension conditions........................................................................................................1111.2 Member weld verification by real moment (weld design method: simplified).........................11
12 Rotational Stiffness.............................................................................................................. 1113 Warning and error messages.............................................................................................. 1114 Summary.............................................................................................................................. 12
Table of Contents
Maximum Work Ratio Passed
Project
Address
Report Execution classEN 1090-2 EXC2
GRAITEC INNOVATIONwww.graitec.com
17 Burospace 91572 Bièvres
Designed by DateVerified by DateRevision 0 Drawing
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Project: Date: 09-10-2019
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1 Joint description
Dimensions Characteristics
Column IPE400 (Section Class 1)
Material: S275 (EN 10025-2)
Dimensions Characteristics
Shear Lug HEA100 (Section Class 1)
Material: S235 (EN 10025-2)
Anchor shear area
(Ribbed bar)Diameter
Nut Height
Nut Width
Washer Thickness
Anchor length
Anchors dimensions and properties
Class 4.6
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Base Plate
Section Dimensions
Height
Thickness
Width
Material: S235 (EN 10025-2)
Holes diameter
-
Concrete
Width
Height
Length
2 Load combinations description
The torsor is defined in the member's local system!
Comb. Load Combination Type V M N
Index Description Comb. (kN) (kN⋅m) (kN)
102 1x[1 G] ULSStrGeo
0.00 0.00 0.00
103 1.35x[1 G] ULSStrGeo
0.00 0.00 0.00
104 1x[1 G]+1.5x[2 Q] ULSStrGeo
0.00 0.00 0.00
105 1.35x[1 G]+1.5x[2 Q] ULSStrGeo
0.00 0.00 0.00
Maximum Efforts 0.00 0.00 0.00
Minimum Efforts 0.00 0.00 0.00
Design standardsEN 1993-1-1 Design of Steel Structures. General Rules and Rules for Buildings
EN 1993-1-8 Design of Steel Structures. Design of Joints
EN 1992-1-1 Design of Concrete Structures. General Rules and Rules for Buildings
Units
EN 1993-1 National Annex: United Kingdom National Annex.
3 Design Assumptions
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Dimensions: mm Area: mm²
Forces: kN Inertia modulus: cm³
Bending moments: kN⋅m Inertia Moment: cm⁴
Stresses: MPa Rotational Stiffness: kN⋅m/rad
Angles: °
Anchors
Safety CoefficientsStructural steel Structural concrete:
ConventionsTension is considered positive (compression is considered negative).
Bending moment is considered positive if clockwise (in aboveelevation).Strong axis of the profile is considered "y-y" and weak axis "z-z".
Application domain:The joint members are "I" or "H" construction steel profiles.
Corrosion conditions
EN 10025, the steel is used unprotected (without improved atmospheric corrosion resistance).
The shear plane passes through the threaded part of the anchor.
Approximate value for the transformation parameter, according to Table 5.4 (EN 1993-1-8):
Anchor tension reduction factor, according to EN 1090:
Poor bond conditions are considered.
T-Stub Failure Method: Method 2
Prying Effect: Auto
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4 Holes distances conditions
EN 1993-1-8, Table 3.3
Minimum edge distance on the load direction
Right holes Constructive condition failed
EN 1993-1-8, Table 3.3
Minimum spacing between the centers of 2 holes, measured perpendicular on the direction of the load
Right holes Constructive condition failed
EN 1993-1-8, Table 3.3
Minimum edge distance perpendicular on the load direction
Right holes Constructive condition failed
4.1 Minimum distance conditions for round holes
Note: Steel conforming to EN 10025-5*.
* Verification to avoid local buckling and to prevent corrosion
4.2 Maximum distance for steel without improved atmospheric corrosion resistance
No verification of spacing between anchor bolt-rows (perpendicular on the load direction) is done.
No verification of spacing between anchor bolt-rows (on the load direction) is done.
Next, "Right" holes and "Left" holes refer to the joint part to which the holes belong (e.g. right plate).
5 Compression verifications
5.1 Compression resistance of the column
Column cross section design bending moment resistance reduced if necessary, to allow for shear force. Its
formula is shown below.
The Design Combined Compression Resistance of the Column Flange and the Adjacent Compression Zone
of the Column Web:
EN 1993-1-8, 6.2.6.7
EN1993-1-1. 6.2.5
The profile is class 1, so the moment resistance of the section is calculated using the plastic modulus:
5.2 Compression verification of the column base
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Concrete compression resistance force under column base (2 flanges+web)
For determining the compression resistance under the column base, an additional bearing width needs tobe determined:
Compression resistance of concrete under column web
Replacing the values of effective dimensions, the design bearing resistance of the web becomes:
EN 1993-1-8, 6.2.8.2 (1)
Resistance of the spread footing in axial compression
Check relation:
Combination: [105]: 1.35x[1 G]+1.5x[2 Q]
EN 1992-1-1, 3.1.6(1)+ 3.1.7(3)
(verification of check relation is not necessary because of the tensile axial force -EN 1993-1-8 6.2.8.2)
EN 1992-1-1, 6.7 (3)
EN 1993-1-8, 6.2.5(4)
Compression resistance of concrete under column flange
The design bearing resistance under the base plate will be calculated considering the loaded area equalwith the maximum design distribution area having a similar shape.
EN 1993-1-8, 6.2.6.9Effective bearing area
Calculation of the bearing pressure zone width
Calculation of the bearing pressure zone length
Replacing the values of effective dimensions, the design bearing resistance becomes:
EN 1992-1-1, 6.7 (3)
c - available space outside the flange measured in the direction of the corresponding distanceEN 1993-1-8, 6.2.5(3)
The bearing pressure zone exceeds the plate length:
EN 1993-1-8, 6.2.5(3)
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6.1 Anchor bolt tension verification
EN 1993-1-8, 3.6.1, table 3.4
PassedWork Ratio: 0.00 %
Design Tension Force Resistance for one Anchor
Anchor Bond Resistance for one Anchor
For J - (ribbed):
EN 1993-1-8, 6.2.6.12 (3)
EN 1993-1-8, 6.2.6.12 (3)
EN 1992-1-1, 8.4.2
where:
Therefore, check relation becomes:
Combination: [105]: 1.35x[1 G]+1.5x[2 Q]
Design Tension Force for one Anchor (from bending moment and axial force)
Check relation:
Axial force is positive (tension):
6 Anchor Verifications
Diameter: (Ribbed bar)
Shear area:
Length:
Anchor-bolt dimensions and mechanical properties
Class 4.6
The column is tensioned, so the verification in axial compression of the spread footing, EN 1993-1-8,6.2.8.2 (1) is not necessary.
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8 Tension verifications
6.2 Anchor bolt shear verification
Verification is not required.
6.3 Anchor bolt combined shear-tension verification
Verification is not required.
Tension Verification ShearVerification
Shear and TensionVerification
Combination [105]: 1.35x[1 G]+1.5x[2Q] - -
Force 0.00 kN - -
Resistance 70.56 kN - -
Work Ratio 0,00% - -
Verification Passed - -
Table is presented for the most solicited anchor.
6.4 Summary - Individual anchor bolt verifications
7 Stiffeners verifications
Verification not necessary!
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9.1 Column web panel in shear
9 Shear verifications
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Type Description
WarningNo bending moment exists. Moment resistance and rotational stiffness results are not
available!Combinations: 102-105
WarningThere are no tensioned anchors/bolts. Anchor/bolt rows resistance, moment resistance
and rotational stiffness results are not calculated.Combinations: 102-105
Error
No bending moment detected. Results from weld verification with simplified method(4.5.3.3) are inconsistent. Please choose directional method (4.5.3.2) for welds
design!Combinations: 102, 103, 104, 105
13 Warning and error messages
The base plate joint is assumed "pinned". No bending resistance is determined.
11 Weld verifications
EN 1993-1-8, 4.5.1 (2)
11.1 Weld dimension conditions
Minimum Throat Thickness
Minimum Length
11.2 Member weld verification by real moment (weld design method: simplified)
EN 1993-1-8, 4.5.2 (2)
12 Rotational Stiffness
The base plate joint is assumed "pinned". No rotational stiffness is determined.
10 T-Stub method
T-stub method is not applied due to pinned assumption of base plate.
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Verification Combination Force Resistance Work Ratio Status
Maximum Work Ratio: Passed
14 Summary
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