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Steel Web Plate Connection to AS4100's banner

Steel Web Plate Connection to AS4100

Verified by the CalcTree engineering team on September 23, 2024

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).


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
🔴
Can’t display the image because of an internal error. Our team is looking at the issue.


Calculation

Technical notes

1. Properties

1.1 Supported Member Properties

1.1.1 Beam section

The member section properties are taken from Liberty GFG's steel products catalogue, assuming steel Grade 300. The section properties are used in the beam shear check in the Design Checks below.


Beam_section
:310 UC 96.8​



d
:308​



d1
:277​



tf
:15.4​



t_web
:9.9​



fyw
:320​



fu_web
:440​




1.1.2 Minimum design actions

Clause 9.1.4 specifies minimum design actions on connections. A cleat connection is considered a "connection to beam in simple construction", and therefore the minimum design shear force is:

Vmin∗=max⁡(0.15×ϕVvm,40kN)V^*_{min}=\max(0.15\times\phi V_{vm}, 40 \text{kN})
As per Clause 5.12.3,

is the member shear capacity in the presence of bending moment. For simplicity and conservatism, the calculator assumes

so that

for the calculation of minimum design actions. The member shear capacity

, for minimum design actions on connections, is taken from the "red book". This resource assumes the steel beam is Grade 300.


phi_Vv
:527.0​




Cl 5.12.3


Vmin
:79.1 kN​




Cl 9.1.4


1.2 Supporting Member Properties

1.2.1 Column section

If the supporting member is a hollow section, a check is required on the cleat thickness, see the Design Checks below.
Liberty GFG is the hollow sections manufacturer in Australia. The available grades for SHS & RHS sections are grades 350 & 450. See their technical publication "Capacity tables for hollow sections" for more details.



Column_section
:200 UC 52.2​



d_col
:206​



tf_col
:8​




Column grade
:350​



fu
:430​




1.3 Cleat Plate Properties

1.3.1 Cleat thickness

Typical steel cleat plate sizes as per manufacturer availability. For example, Steel Supplies catalogue.


ti
:8mm​




1.3.2 Cleat Grade

Table 2.1 specifies maximum

and

values based on steel grade (e.g. 250 or 300) and steel form (e.g. plates). Yield strength,

vary based on thickness of steel, which has been incorporated in this calculator.
Extract of Table 2.1 AS4100-2020



Cleat grade
:250​



fui
:410​



fyi
:280​





1.3.3 Eccentricity

The eccentricity

is the distance between the centerline of the bolts and the face of the column.
The eccentricity affects the cleat plate shear moment and weld design. We don't want it to be too large as it leads to a more onerous design, although it needs to be sufficient such that the rotation of the beam doesn't cause it to touch the column.
There is various and differing guidance on what the eccentricity should be. A typical value is taken as:

Sg1=20mm+bolt edge distanceS_{g1}=20 \text{mm}+\text{bolt edge distance}
where the bolt edge distance is taken as

as per Table 9.5.2.



Sg1
:55 mm​







1.4 Bolt Properties

1.4.1 Bolt size



Bolt_size
:M20​



  1. 1.4.2 Number of bolt rows


np
:3​




1.4.3 Bolt category



Bolt category
:8.8/S​



fuf
:830​




1.4.4 Bolt shear capacity



Threads?
:Threaded​




phi_Vf
:92.6​




Cl 9.2.2.1


1.4.5 Bolt spacing



Corrosive_environment
:N​




sp
:70 mm​




sp_min
:50 mm​




Cl 9.5.1


sp_max
:256 mm​




Cl 9.5.3


Spacing check
:sp,min ≤ sp ≤ sp,max 🟢​




1.4.6. Bolt edge distance



Bolt_edge_distance
:35 mm​




Min bolt edge
:30 mm​




Table 9.5.2


Max bolt edge
:96 mm​




Cl 9.5.4


Edge check
:min ≤ bolt edge ≤ max 🟢​




1.5 Weld Properties

1.5.1 Fillet weld size

As per Cl 9.6.3.1, a fillet weld is approximately triangular in section and its size is specified by the leg length,

but it's strength is governed by the throat thickness,

.
For an equal leg fillet weld,

is given by:

tt=tw2t_t=\dfrac{t_w}{\sqrt2}
Typical weld size for cleat plate connections is 6mm. The minimum weld size is provided in Table 9.6.3.2.
Additionally, a common rule of thumb is to have the weld thickness more then the thickness of the part joined (e.g. 3.5mm for 89x3.5SHS column).
Exert from Figure 9.6.3.1 of AS4100-2020

Table 9.6.3.2 AS 4100-2020



tw
:6mm​



tw_min
:4 mm​



Weld thickness check
:tw ≥ tw,min 🟢​




tt
:4.242640687119271​






1.5.2 Weld category



Weld category
:SP​




Φ,w
:0.8​




Table 3.4


1.5.3 Weld electrode type

The electrode type defines the nominal tensile strength of the weld metal,

. The options of electrode types are:
  1. 43 = E43XX
  2. 49 = E49XX
  3. 55 = E55XX
The

is simply the electrode type number x 10, for example, E43 has

= 430MPa. See Table 9.6.3.10(A) of AS4100:2020 for all nominal strength of weld metal based on the weld electrode type.


Electrode_type
:49​



fuw
:490​




1.5.4 Weld capacity

Regardless of the direction of loading of a fillet weld, its strength depends on the cross sectional area of the throat, which will generally be in shear. Adapted from Cl 9.6.3.10 of AS4100, the capacity of each weld line,

is given by:

ϕvw=ϕ×0.6×tt×fuw\phi v_w = \phi \times 0.6 \times t_t \times f_{uw}


phi_vw
:997.8690896104525​




Cl 9.6.3.10



2. Design Actions



V
:100.0 kN​




V*d
:100.0 kN​






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​






Cleat thickness util
:0.65​



Cleat thickness check
:N/A for open sections ⚪​






3.2 Bolt shear check



Zb
:1.941​






Ze
:0.848​






a_exi
:35 mm​






a_exb
:35 mm​






a_eyi
:35 mm​






a_eyb
:59 mm​





V_eh
:114.8 kN​






V_ev
:114.8 kN​






ΦV_df
:92.6 kN​






ΦVb
:179.7 kN​






Bolt util
:0.56​



Bolt check
:V*d ≤ ΦVb 🟢​







3.3 Welds check



lw
:210 mm​



2lw Φvw
:419.1 kN​






ΦVa
:225.0 kN​






Weld util
:0.44​



Weld check
:V*d ≤ ΦVa 🟢​






3.4 Beam shear check

Connected member shear check is especially important for coped members.
This calculator currently does not consider coped members. Therefore, the beam shear capacity is provided by the web, and is the web shear capacity of the full section. As per Clause 5.11.4 AS4100-2020 and Section 10.5 of Design Guide 3, the beam's shear capacity is given by:

Vd∗≤ϕVv=ϕ 0.6 fyw Aw=ϕ 0.6 fyw d1 twebV^*_d\leq\phi V_v=\phi \space 0.6\space f_{yw}\space A_w \\\hspace{2cm}=\phi \space 0.6\space f_{yw}\space d_1 \space t_{web}
Where

for webs in shear as per Table 3.4.


ΦVv, web
:473.9 kN​






Beam util
:0.21​



Beam check
:V*d ≤ ΦVv, web 🟢​






3.5 Cleat check



di
:210 mm​






ΦVc
:211.7 kN​






ΦVd
:404.1 kN​






ΦV, cleat
:211.7 kN​






Cleat shear util
:0.47​



Cleat shear check
:V*d ≤ ΦV,cleat 🟢​






Related Resources

  1. Fillet Weld Group Calculator to AS 4100
  2. Bolt Group Calculator to AS 4100
  3. Steel Beam and Column Designer to AS4100