Steel Flexible End Plate Connection to AS4100

Verified by the CalcTree engineering team on October 16, 2024
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This calculator designs a flexible end plate connection, performing the critical required checks for the weld, bolts, end plate, supported member (beam) and supporting member (beam or column). A flexible end plate connection is typical of a beam to column flange or web connection that acts as a pin support for the beam.
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 4: Flexible end plate connections published by the Australian Steel Institute (ASI).
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Summary ResultsSummary﻿
Design Check
Capacity
Utilisation
Status
Weld
Va = 718.5 kN
0.11
🟢
Bolt
Vb = 171.6 kN
0.46
🟢
End plate
min(Vc, Vd) = 2268.0 kN
0.03
🟢
Supported member web
Ve = 472.8 kN
0.17
🟢
Supported member shear
Vf = 529.3 kN
0.15
🟢
Supported member rotation
θb = 19.2 millimeter / meter kN
12.34 millimeter / meter
🟢
Supporting member
min(Vg, Vh) = 815.1 kN
0.10
🟢
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CalculationTechnical notes
1. Properties1.1 Supported Member
1.2 Supporting Member
1.3 End Plate
1.4 Bolt
1.5 Weld
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2. Design Actions﻿﻿V
:250.0 kN​
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﻿﻿V_d
:250.0 kN​
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﻿﻿Vd∗​=max(V∗,Vmin∗​)
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3. Design Checks The below design checks follow the procedures outlined in Design Guide 4: Flexible end plate connections.
3. Design Checks 3.1 Weld Check
﻿﻿Va
:419.1 kN​
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﻿﻿Va​=ϕvw​×2di​
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﻿﻿weld_util
:0.60​
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﻿﻿weld_check
:V* ≤ Va 🟢​
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﻿﻿V∗≤Va​
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3.2 Bolts Check
﻿﻿ae2
:59 mm​
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﻿﻿ae2​=sp​−dh​/2
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﻿﻿aey
:35 mm​
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﻿﻿aey​=min(ae1​, ae2​)
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﻿﻿ΦVbi
:138.6 kN​
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﻿﻿ϕVbi​=min(ϕ3.2 ti​df​fui​, ϕ aey​ti​fui​)
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﻿﻿ΦVdf
:92.6 kN​
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﻿﻿ϕVdf​=min(ϕVf​, ϕVbi​)
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﻿﻿Vb
:555.6 kN​
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﻿﻿Vb​=2np​×ϕVdf​
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﻿﻿bolt_util
:0.45​
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﻿﻿bolt_check
:V* ≤ Vb 🟢​
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﻿﻿V∗≤Vb​
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3.3 End Plate Check
﻿﻿Vc
:604.8 kN​
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﻿﻿Vc​=ϕ×0.5fyi​ti​2di​
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﻿﻿Agv
:1,750 mm^2​
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﻿﻿Agv​=(ae1​+(np​−1)sp​)ti​
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﻿﻿Ant
:190 mm^2​
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﻿﻿Ant​=(ae3​−0.5dh​)ti​
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﻿﻿Vd
:629.4 kN​
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﻿﻿Vd​=ϕ×(Ant​fui​+0.6fyi​Agv​)×2
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﻿﻿endplate_util
:0.41​
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﻿﻿endplate_check
:V* ≤ Vc and Vd 🟢​
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﻿﻿V∗≤min(Vc​, Vd​)
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3.4 Supported Member Web Check
﻿﻿Ve
:275.8 kN​
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﻿﻿Ve​=ϕ×(0.6fyw​tweb​di​)
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﻿﻿beam_web_util
:0.91​
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﻿﻿beam_web_check
:V* ≤ Ve 🟢​
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﻿﻿V∗≤Ve​
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3.5 Supported Member Shear Check
﻿﻿Vf
:529.3 kN​
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﻿﻿Vf​=ϕVvo​=ϕ×(0.6fyw​Aw​)
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﻿﻿beam_shear_util
:0.47​
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﻿﻿beam_shear_check
:V* ≤ Vf 🟢​
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﻿﻿V∗≤Vf​
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3.6 Supported Member Rotation Check
﻿﻿L
:10.00 m​
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﻿﻿Delta
:50 mm​
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﻿﻿θb
:0.9deg​
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﻿﻿θb​=5L16Δ​
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﻿﻿ac
:108 mm​
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﻿﻿ac​=db​−a−di​+ae1​
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﻿﻿θb_limit
:5.3deg​
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﻿﻿θb, limit​=ti​/ac​
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﻿﻿beam_rotation_util
:0.173​
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﻿﻿beam_rotation_check
:θ ≤ ti/ac 🟢​
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﻿﻿θb​≤θb, limit​
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3.7 Supporting Member Check
﻿﻿tc
:17.3​
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﻿﻿tc​=min(tw, col​,tf, col​)
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﻿﻿Vg
:1,491.0 kN​
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﻿﻿Vg​=2ϕ×(0.6fyc​db1​tc​)
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﻿﻿et
:100 mm​
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﻿﻿et​=min(et1​, 5df​)
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﻿﻿eb
:45 mm​
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﻿﻿eb​=min(eb1​, sg​/2, 5df​)
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﻿﻿db1
:285 mm​
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﻿﻿db1​=et​+(np​−1)sp​+eb​
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﻿﻿ae2 (1)
:59 mm​
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﻿﻿ae2​=sp​−dh​/2
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﻿﻿Vh
:2,425.2 kN​
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﻿﻿Vh​=2np​×min(ϕ3.2 tc​df​fuc​, ϕ ae2​tc​fuc​)
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﻿﻿column_util
:0.17​
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﻿﻿column_check
:V* ≤ Vg and Vh 🟢​
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﻿﻿V∗≤min(Vg​, Vh​)
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Related ResourcesSteel Web Plate Connection to AS4100
Steel Moment End 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	Capacity	Utilisation	Status
Weld	Va = 718.5 kN	0.11	🟢
Bolt	Vb = 171.6 kN	0.46	🟢
End plate	min(Vc, Vd) = 2268.0 kN	0.03	🟢
Supported member web	Ve = 472.8 kN	0.17	🟢
Supported member shear	Vf = 529.3 kN	0.15	🟢
Supported member rotation	θb = 19.2 millimeter / meter kN	12.34 millimeter / meter	🟢
Supporting member	min(Vg, Vh) = 815.1 kN	0.10	🟢