Steel Moment End Plate Connection to AS4100

Verified by the CalcTree engineering team on October 3, 2024
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This calculator designs a bolted moment end plate to column connection, performing the required checks on the end plate, welds and bolts. A moment end plate connection is typical of a beam to column flange connection of a braced portal frame, so that the beam supports act as a rigid (moment) restraint.
All calculations are performed in accordance with AS4100-2020.
Design checks for an end plate connection are not explicitly stated in AS4100. The design methods presented below are based on Design Guide 12: Bolted end plate to column moment connections published by the Australian Steel Institute (ASI). As per this guidance, the user shall choose from 5x connection configurations which have varying number of bolts above and below the tension flange and the presence of an endplate stiffener.
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Summary ResultsSummary﻿
Design Check
Parameter
Utilisation
Status
Flange weld
ΦNw = 265433.2 mm
0.00 kilonewton * meter / millimeter / newton
🔴
Wed weld
ΦVwc & ΦVwt = 93799.7 mm
1.67 megapascal * millimeter ** 2 / newton
🔴
Bolt tension
ΦMbt = 10.0 mm
0.50
🟢
Bolt shear
ΦVfb = 10.0 mm
0.50
🟢
End plate tensionEnd plate shear
ΦMpt = 10.0 mm
0.50
🟢
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CalculationTechnical notes
1. Properties1.1 End Plate
1.2 Supported Member
1.3 Supporting Member
1.4 Bolt
1.5 Weld
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2. Design Actions2.1 Applied Actions
﻿﻿V
:65.0 kN​
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﻿﻿M
:100.0 kN m​
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﻿﻿N
:20.0 kN​
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﻿﻿theta
:5.0 deg​
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Adapted from Figure 11 of ASI Design Guide 12
﻿﻿Vd
:65.0 kN​
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﻿﻿Vd∗​=max(V∗,Vmin∗​)
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﻿﻿Md
:100.0 kN m​
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﻿﻿Md∗​=max(M∗,Mmin∗​)
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2.2 Resolved Forces
﻿﻿N_ft
:354.9 kN​
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﻿﻿Nft∗​=⎩⎨⎧​d−tf​M∗​+2N∗​d−tf​M∗​cosθ+2N∗​cosθ+2V∗​sinθd−tf​M∗​cosθ+2N∗​cosθ−2V∗​sinθ​for θ=0for θ>0for θ<0​
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﻿﻿N_fc
:334.8 kN​
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﻿﻿Nfc∗​=⎩⎨⎧​d−tf​M∗​−2N∗​d−tf​M∗​cosθ−2N∗​cosθ−2V∗​sinθd−tf​M∗​cosθ−2N∗​cosθ+2V∗​sinθ​for θ=0for θ>0for θ<0​
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﻿﻿N_ftw
:354.8 kN​
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﻿﻿Nftw∗​={d−tf​M∗​+2N∗​​for any θ​
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﻿﻿N_fcw
:334.8 kN​
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﻿﻿Nfcw∗​={d−tf​M∗​−2N∗​​for any θ​
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﻿﻿V_v
:65.0 kN​
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﻿﻿Vv∗​=⎩⎨⎧​V∗V∗cosθ−N∗sinθV∗cosθ+N∗sinθ​for θ=0for θ>0for θ<0​
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﻿﻿N_fr
:10.0 kN​
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﻿﻿Nfr∗​=⎩⎨⎧​0.5N∗0.5N∗cosθ+0.5V∗sinθ0.5N∗cosθ−0.5V∗sinθ​for θ=0for θ>0for θ<0​
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3. Design Checks The below design checks follow the procedures outlined in Design Guide 12: Bolted end plate to column moment connections.
3.1 Flange Weld Check
﻿﻿lw
:135 mm​
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﻿﻿lw​=bf, beam​
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﻿﻿ΦNw
:495.6 kN​
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﻿﻿ϕNw​=2×lw​×ϕvw​
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﻿﻿Flange weld util
:0.72​
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﻿﻿Flange weld check
:N*ft and N*fc ≤ ΦNw 🟢​
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﻿﻿Nftw∗​ and Nfcw∗​≤ϕNw​
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3.2 Web Weld Check
﻿﻿Lw
:135.01 mm​
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﻿﻿Lw​=Lwt​=Lwc​=2d1​−r​/cosθ
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﻿﻿ΦVwc
:224.5 kN​
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﻿﻿ϕVwc​=Lwc​×ϕvw​
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﻿﻿ΦVwt
:224.5 kN​
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﻿﻿ϕVwt​=Lwt​×ϕvw​
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﻿﻿ΦNwt
:213.9 kN​
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﻿﻿ϕNwt​=ϕfyw​ tweb​ Lwt​
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﻿﻿Web weld util
:0.95​
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﻿﻿Vv∗​≤ϕVwc​ and ϕNwt​≤ϕVwt​
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﻿﻿Web weld check
:V*v ≤ ΦVwc and ΦNwt ≤ ΦVwt 🟢​
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3.3 Bolt Tension Check
﻿﻿Σdi
:582.2 mm​
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﻿﻿∑di​=distances from centre of beam compression flange to centre of bolt row
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﻿﻿M_axial
:2.9 kN m​
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﻿﻿Maxial∗​=Nfr∗​(d−tf​)≤0.25M∗
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﻿﻿ΦMbt
:189.8 kN m​
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﻿﻿ϕMbt​=2×ϕNtf​∑di​
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﻿﻿Bolt tension util
:0.54​
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﻿﻿Bolt tension check
:M* + M*axial ≤ ΦMbt 🟢​
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﻿﻿M∗+Maxial∗​≤ϕMbt​
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3.4 Bolt Shear Check
﻿﻿n_cw
:2​
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﻿﻿ncw​=number of bolts on the compression side of the neutral axis
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﻿﻿a_ey
:40 mm​
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﻿﻿aey​=min(ae​, sp​)
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﻿﻿ΦVbi
:369.0 kN​
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﻿﻿ϕVbi​=min(ϕ3.2 ti​df​fui​, ϕ aey​ti​fui​)
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﻿﻿ΦVbc
:473.9 kN​
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﻿﻿ϕVbc​=min(ϕ3.2 tf, col​df​fu, col​, ϕ tf, col​aey​fu, col​)
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﻿﻿ΦVdf
:92.6 kN​
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﻿﻿ϕVdf​=min(ϕVf​, ϕVbi​, ϕVbc​)
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﻿﻿ΦVfb
:185.20 kN​
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﻿﻿ϕVfb​=ncw​×ϕVdf​
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﻿﻿Bolt shear util
:0.35​
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﻿﻿Bolt shear check
:V*v ≤ ΦVfb 🟢​
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﻿﻿Vv∗​≤ϕVfb​
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3.5 End Plate Tension Check
﻿﻿Yp
:1.68 m​
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﻿﻿Yp​= see ASI Design Guide 12 for the equations
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﻿﻿ΦMpt
:236.5 kN m​
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﻿﻿1.11ΦMs
:148.7 kN m​
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﻿﻿1.11ΦMbt
:210.7 kN m​
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﻿﻿ϕMpt​=ϕfyi​ti2​Yp​
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﻿﻿End plate tension util
:0.89​
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﻿﻿End plate tension check
:1.11ΦMbt ≤ ΦMpt 🟢​
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﻿﻿1.11(ϕMbt​)≤ϕMpt​ but need not exceed 1.11(ϕMs​)
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3.6 End Plate Shear Check
﻿﻿n_bp
:2​
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﻿﻿nbp​=number of bolt rows assumed to resist Nft∗​
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﻿﻿ΦVpe
:618.8 kN​
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﻿﻿ϕVpe​=ϕ×0.5fyi​bi​ti​
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﻿﻿ΦVpu
:974.2 kN​
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﻿﻿ϕVpu​=ϕ×0.6fui​(bi​−2dh​)ti​
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﻿﻿End plate shear util
:0.29​
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﻿﻿End plate shear check
:N*ft/nbp ≤ ΦVpe and ΦVpu 🟢​
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﻿﻿nbp​Nft∗​​≤ϕVpe​ and ϕVpu​
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Related ResourcesSteel Web Plate Connection to AS4100
Fillet Weld Group Calculator to AS 4100
Bolt Group Calculator to AS 4100
Steel Beam and Column Designer to AS4100
Design Check	Parameter	Utilisation	Status
Flange weld	ΦNw = 265433.2 mm	0.00 kilonewton * meter / millimeter / newton	🔴
Wed weld	ΦVwc & ΦVwt = 93799.7 mm	1.67 megapascal * millimeter ** 2 / newton	🔴
Bolt tension	ΦMbt = 10.0 mm	0.50	🟢
Bolt shear	ΦVfb = 10.0 mm	0.50	🟢
End plate tensionEnd plate shear	ΦMpt = 10.0 mm	0.50	🟢