Steel Web Plate Connection to AS4100

Verified by the CalcTree engineering team on September 23, 2024
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This calculator designs a web plate connection, performing the critical required checks: bolt shear, web (cleat) plate shear and bending, weld combined shear and bending, supported member (beam) shear; and punching shear of the supporting member (column). A web plate connection is typical of a beam to column flange connection that acts as a pin support for the beam.
All calculations are performed in accordance with AS4100-2020.
Design checks for a web plate connection are not explicitly stated in AS4100. The design methods presented below are based on Design Guide 3: Web side plate connections published by the Australian Steel Institute (ASI).
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Results Summary Summary﻿
Design Check
Parameter
Utilisation
Status
Cleat thickness
t,limit = 7.7 mm
0.78
🟢
Bolt shear
Zb ΦVf = 47.9 kN
1.04
🔴
Weld check
ΦVa = 81.8 kN
0.61
🟢
Beam shear
ΦVv, web = 162.4 kN
0.31
🟢
Cleat shear
ΦV, cleat = 43.1 kN
1.16
🔴
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CalculationTechnical notes
1. Properties1.1 Supported Member Properties
1.2 Supporting Member Properties
1.3 Cleat Plate Properties
1.4 Bolt Properties
1.4.1 Bolt size
﻿﻿Bolt_size
:M20​
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1.4.2 Number of bolt rows
﻿﻿np
:3​
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1.4.3 Bolt category
﻿﻿Bolt category
:8.8/S​
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﻿﻿fuf
:830​
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1.4.4 Bolt shear capacity
﻿﻿Threads?
:Threaded​
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﻿﻿phi_Vf
:92.6​
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﻿﻿ϕVf​=ϕ 0.62 kr​fuf​(nn​Ac​+nx​Ao​)
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Cl 9.2.2.1
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1.4.5 Bolt spacing
The code specifies minimum ﻿sp, min​
 (Clause 9.5.1) and maximum ﻿sp, max​
 (Clause 9.5.3) bolt spacings. In summary, where ﻿df​
 is the bolt diameter:
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sp, min=2.5dfs_\text{p, min} = 2.5 d_fsp, min​=2.5df​
In non-corrosive environments, where ﻿tf​
 is the thickness of the thinner ply connected:
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sp, max=min⁡(32tf,300 mm)s_\text{p, max} = \min(32 t_f, 300 \text{ mm})sp, max​=min(32tf​,300 mm)
In corrosive environments:
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sp, max=min⁡(15tf,200 mm)s_\text{p, max} = \min(15 t_f, 200 \text{ mm})sp, max​=min(15tf​,200 mm)
However, in practice there exists typical spacing. For example, the typical spacing for M20 bolts is 70mm. 
﻿﻿Corrosive_environment
:N​
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﻿﻿sp
:70 mm​
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﻿﻿sp_min
:50 mm​
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﻿﻿sp, min​=2.5df​
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Cl 9.5.1
﻿﻿sp_max
:256 mm​
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﻿﻿sp, max​={min(32tf​,300 mmmin(15tf​,200 mm)​in non-corrosive environmentsin corrosive environments​
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Cl 9.5.3
﻿﻿Spacing check
:sp,min ≤ sp ≤ sp,max 🟢​
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1.4.6. Bolt edge distance
﻿﻿Bolt_edge_distance
:35 mm​
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﻿﻿Min bolt edge
:30 mm​
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﻿﻿=1.5df​
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Table 9.5.2
﻿﻿Max bolt edge
:96 mm​
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﻿﻿=min(12tf​,150 mm)
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Cl 9.5.4
﻿﻿Edge check
:min ≤ bolt edge ≤ max 🟢​
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1.5 Weld Properties
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2. Design Actions﻿﻿V
:100.0 kN​
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﻿﻿V*d
:100.0 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 3: Web side plate connections.
3.1 Column punching shear
﻿﻿t_limit
:12.29 mm​
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﻿﻿tlimit​=fyi​fu​​×tf​
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﻿﻿Cleat thickness util
:0.65​
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﻿﻿Cleat thickness check
:N/A for open sections ⚪​
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﻿﻿ti​≤tlimit​
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3.2 Bolt shear check
﻿﻿Zb
:1.941​
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﻿﻿Zb​=1+(sp​(np​+1)6e​)2​np​​
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﻿﻿Ze
:0.848​
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﻿﻿Ze​=6esp​(np​+1)​
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﻿﻿a_exi
:35 mm​
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﻿﻿aexi​=ae7​=bolt edge distance
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﻿﻿a_exb
:35 mm​
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﻿﻿aexb​=ae1​=beam edge distance
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﻿﻿a_eyi
:35 mm​
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﻿﻿aeyi​=min(ae3​,ae6​)=min(sp​−(df​+2mm)/2,bolt edge distance)
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﻿﻿a_eyb
:59 mm​
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﻿﻿aeyb​=ae3​=sp​−(df​+2mm)/2
 
﻿﻿V_eh
:114.8 kN​
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﻿﻿Veh​=min(aexi​ti​fui​, aexb​tweb​fu, web​)
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﻿﻿V_ev
:114.8 kN​
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﻿﻿Vev​=min(aeyi​ti​fui​, aeyb​tweb​fu, web​)
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﻿﻿ΦV_df
:92.6 kN​
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﻿﻿ϕVdf​=min(ϕVf​, ϕ3.2 ti​df​fui​, ϕ3.2 tweb​df​fu,web​)
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﻿﻿ΦVb
:179.7 kN​
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﻿﻿ϕVb​=min(Zb​ϕVdf​, np​ϕVev​, np​Ze​ϕVeh​)
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﻿﻿Bolt util
:0.56​
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﻿﻿Bolt check
:V*d ≤ ΦVb 🟢​
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﻿﻿Vd∗​≤ϕVb​
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3.3 Welds check
﻿﻿lw
:210 mm​
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﻿﻿2lw Φvw
:419.1 kN​
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﻿﻿lw​=(np​−1)sp​+2×bolt edge
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﻿﻿ΦVa
:225.0 kN​
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﻿﻿Va​=1+(lw​6e​)2​2×lw​×ϕvw​​
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﻿﻿Weld util
:0.44​
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﻿﻿Weld check
:V*d ≤ ΦVa 🟢​
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﻿﻿Vd∗​≤ϕVa​
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3.4 Beam shear check
﻿﻿ΦVv, web
:473.9 kN​
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﻿﻿ϕVv​=ϕ 0.6 fyw​ Aw​=ϕ 0.6 fyw​ d1​ tweb​
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﻿﻿Beam util
:0.21​
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﻿﻿Beam check
:V*d ≤ ΦVv, web 🟢​
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﻿﻿Vd∗​≤ϕVv​
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3.5 Cleat check
﻿﻿di
:210 mm​
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﻿﻿di​=lw​=(np​−1)sp​+2×bolt edge distance
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﻿﻿ΦVc
:211.7 kN​
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﻿﻿ϕVc​=ϕ×0.5×fyi​×ti​×di​
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﻿﻿ΦVd
:404.1 kN​
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﻿﻿ϕVd​=ϕ4ti​di2​​×e1​
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﻿﻿ΦV, cleat
:211.7 kN​
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﻿﻿ϕVcleat​=min(ϕVc​, ϕVd​)
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﻿﻿Cleat shear util
:0.47​
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﻿﻿Cleat shear check
:V*d ≤ ΦV,cleat 🟢​
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﻿﻿Vd∗​≤ϕVcleat​
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Related ResourcesFillet Weld Group Calculator to AS 4100
Bolt Group Calculator to AS 4100
Steel Beam and Column Designer to AS4100
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Design Check	Parameter	Utilisation	Status
Cleat thickness	t,limit = 7.7 mm	0.78	🟢
Bolt shear	Zb ΦVf = 47.9 kN	1.04	🔴
Weld check	ΦVa = 81.8 kN	0.61	🟢
Beam shear	ΦVv, web = 162.4 kN	0.31	🟢
Cleat shear	ΦV, cleat = 43.1 kN	1.16	🔴