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Steel Moment End Plate Connection to AS4100

Verified by the CalcTree engineering team on October 3, 2024

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.


Summary Results

Summary 
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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Calculation

Technical notes

1. Properties

1.1 End Plate

1.1.1 Form



Form
:a)​



=
:four bolt unstiffened end plate​

Adapted from Figure 2 of ASI Design Guide 12


1.1.2 Geometry

Typical steel cleat plate thicknesses are taken as per manufacturer availability, for example, Steel Supplies catalogue. Common practice uses

that approximately matches the bolt diameter.
ASI Design Guide 12, recommends the range of the end plate width to be:

bf, beam+20 mm≤bi≤bf, column+20 mmb_{f\text{, beam}}+20 \text{ mm} \leq b_i \leq b_{f\text{, column}}+20 \text{ mm}
This calculator takes

if the condition is satisfied, otherwise it takes

if

or

if

.



ti
:25mm​




bi_min
:169 mm​






bi_max
:327 mm​






bi
:220 mm​






di
:444 mm​






1.1.3 Grade

End plates will typically be Grade 250 material complying with AS 3678.
Table 2.1 AS 4100 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.


Cleat grade
:250​



fyi
:250​



fui
:410​






1.2 Supported Member

1.2.1 Beam section

The member section and material properties are taken from Liberty GFG's steel products catalogue, assuming steel Grade 300.


Beam_section
:310 UB 32​



d
:298​



d1
:282​



bf
:149​



tf
:8​



t_web
:5.5​



r
:13​



fyw
:320​



1.2.2 Minimum design actions

Clause 9.1.4 provides minimum design actions on connections to ensure connections have guaranteed minimum design capacity with some inherent robustness. This type of connection is considered a rigid connection, with minimum moment capacity taken as half of the design member moment capacity:

Mmin∗=0.5×ϕMbxM^*_{min}=0.5\times \phi M_{bx}
We can get the design section moment capacity

from capacity tables in the "red book", but design member moment capacity depends on segment length and moment distribution. Portal frames are often critical for deflections and so the design moment

you get from your FEA model is often less than

, therefore

is an important value to calculate correctly. You can use our Steel Member Designer to AS4100 to determine your

and input it into this calculator.
In clause 9.1.4, no minimum requirement is placed on the simultaneously applied design shear force

or design axial force

. ASI Design Guide 12 suggests to use the minimum shear capacity the clause suggests to take for simple connections, and to take no minimum axial force, that is:

Vmin∗=max⁡(0.15×ϕVvm,40kN)Nmin∗=N/AV^*_{min}=\max(0.15\times\phi V_{vm}, 40 \text{kN}) \\ N^*_{min} = \text{N/A}
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_Msx
:134​




Cl 5.2.1


phi_Mbx
:75.0 kN m​




Cl 5.6.1.1


phi_Vv
:283.0​




Cl 5.12.3


Vmin
:42.4 kN​




Cl 9.1.4


Mmin
:67.0 kN m​




Cl 9.1.4


1.3 Supporting Member

1.3.1 Column section

The member section and material properties are taken from Liberty GFG's steel products catalogue, assuming steel Grade 300.


Column_section
:310 UC 118​



d_col
:315​



bf_col
:307​



tf_col
:18.7​



fu_col
:440​




1.4 Bolt

1.4.1 Bolt size and category

As per Table 9.2.1, "grades" and "method of tensioning" are descriptions used to classify bolts.
Bolt grades:
  1. 4.6 bolts are made from a low carbon steel. The value
    
    .
  1. 8.8 bolts are made from a high-strength, heat-treated, medium carbon steel. The value
    
    .
  2. 10.9 bolts are higher-grade structural bolts susceptible to brittle failure, that are used in special circumstances where very large forces are transmitted and space is limited. The value
    
    .
Bolt tensioning specifications:
  1. "S" is a snug-tightened bolt
  2. "TB" is a fully tensioned bolt using the bearing types
  3. "TF" is a fully tensioned bolt using the friction type and should only be used where bolt slip needs to be limited, such as movement-sensitive installations or equipment with vibrations
This calculator assumes the grade is 8.8 or 10.9 and the tensioning specifications is either "TB" & "TF", since grade 4.6 bolts and "S" tensioning is not recommended for moment connections. The applications for the bolt types are provided below.
In Australian, class 8.8/TB bolts are most commonly only available in M20 or M24 bolt diameters.


Bolt_size
:M20​



Bolt category
:8.8​



Tensioning method
:TB​

Adapted from Figure 16 of ASI Design Guide 12




1.4.2 Bolt shear capacity

As per Cl 9.2.2.1, the shear capacity of a bolt

is given by:

ϕVf=ϕ 0.62 krd krfuf(nnAc+nxAo)\phi V_f=\phi \space 0.62 \space k_{rd} \space k_rf_{uf}(n_nA_c+n_xA_o)
Where:
  1. 
    
    is the capacity reduction factor and is always 0.8, as per Table 3.4 of AS4100
  1. 
    
    is the ductility reduction factor for grade 10.9 threaded bolts
  1. 
    
    is the reduction factor for bolted splice connections
  2. 
    
    is the minimum tensile strength of the bolt
  3. 
    
    is the core area (at the root of the threads)
  1. 
    
    is the shank area of the bolt
  1. 
    
    is the # of shear planes in the threaded regions
  2. 
    
    is the # of shear planes in the unthreaded region
A bolt will either be classed with "threads included" which is standard practice, or "threads excluded" which is non-standard practice. Therefore the

or

will become zero in the equation above, respectively.
It is common for textbooks to tabulate bolt capacities per bolt size, for example Australian Guidebook for Structural Engineers which is used in this calculator.


Threads?
:Threaded​



phi_Vf
:92.6​




Cl 9.2.2.1


1.4.3 Bolt tension capacity

As per Cl 9.2.2.2, the tension capacity of a bolt

is given by:

ϕNtf=ϕAsfuf\phi N_{tf}=\phi A_sf_{uf}
Where:
  1. 
    
    is the capacity reduction factor and is always 0.8, as per Table 3.4 of AS4100
  1. 
    
    is the tensile stress area of the bolt, which depends on the bolt size
  1. 
    
    is the minimum tensile strength of the bolt, which depends on the bolt grade



phi_Ntf
:163​




Cl 9.2.2.2


1.4.4 Bolt spacing

ASI Guide 12 recommends the horizontal bolt spacing

range to be:

sg≤bf, beam≤bf, column−2.5df≥120 for M20 bolts≥140 for M24 boltss_g \leq b_{f \text{, beam}}\\ \hspace{1.9cm} \leq b_{f \text{, column}} - 2.5d_f\\ \hspace{2.5cm}\geq 120 \quad \text{ for M20 bolts}\\ \hspace{2.5cm}\geq 140 \quad \text{ for M24 bolts}

Note, this calculator adjusts the

value if the end plate width dimensions are out of range.
ASI Guide 12 recommends the vertical bolt spacing

minimum to be greater than the minimum prescribed in Clause 9.5.1 of AS4100-2020. As adopted in this calculator, ASI Guide 12 recommends:

sp≥70for M20 bolts≥80for M24 boltss_p \geq 70 \quad \text{for M20 bolts}\\ \hspace{0.4cm}\geq 80 \quad \text{for M24 bolts}
ASI Guide 12 does not provide guidance for a maximum vertical bolt spacing, therefore this calculator adopted what is prescribed in Clause 9.5.3 of AS4100-2020, given by:
  1. in non-corrosive environments, where
    
    is the thickness of the thinner ply connected:

sp, max=min⁡(32tf,300 mm)s_\text{p, max} = \min(32 t_f, 300 \text{ mm})
  1. in corrosive environments:

sp, max=min⁡(15tf,200 mm)s_\text{p, max} = \min(15 t_f, 200 \text{ mm})


sg
:140 mm​



sg_adopted
:140 mm​






sg_min
:120 mm​






sg_max
:149 mm​



Horizontal spacing check
:sg,min ≤ sg ≤ sg,max 🟢​






sp
:140 mm​



sp_adopted
:140 mm​






sp_min
:70 mm​







Corrosive_environment
:N​



sp_max
:256 mm​



Vertical spacing check
:sp,min ≤ sp ≤ sp,max 🟢​




Cl 9.5.3


1.4.5 Bolt edge distance

The minimum bolt edge distance is taken as

as per Table 9.5.2.
Table 9.5.2 AS4100-2020


ASI Guide 12 recommends the bolt edge distance maximum to be less than the maximum prescribed in Clause 9.5.4 of AS4100-2020. As adopted in this calculator, ASI Guide 12 recommends:

Max bolt edge=2.5df\text{Max bolt edge}= 2.5 d_f


ae
:40 mm​




ae_min
:30 mm​




Table 9.5.2


ae_max
:50 mm​






Edge check
:ae_min ≤ ae ≤ ae_max 🟢​



1.4.6 Bolt clearance

According to ASI Design Guide 12, bolt clearances are a major detailing issue with this connection because of the need to get either a hand wrench and socket or impact wrench into the connection in order to tension the bolts for 8.8/TB category.
The worst case scenario is that impact wrenches are to be used in which case the clearance required is a maximum. In general, to accommodate all wrench options, dimension A should be:

A=55 mmfor M20 bolts=65 mmfor M24 boltsA= 55 \text{ mm} \quad \text{for M20 bolts}\\ \hspace{0.35cm}= 65 \text{ mm} \quad \text{for M24 bolts}
Adapted from Figure 10 of ASI Design Guide 12



A
:66.00 mm​






A_min
:55 mm​



Clearance check
:A,min ≤ A 🟢​






1.5 Weld

Both the flanges and the web of the beam I-section are welded to the end plate using a double sided fillet weld.

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 moment end plate connection is 8-10mm. The minimum weld size is provided in Table 9.6.3.2 based on the thickness of the end plate or the beam web, whichever is more.
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



t_w
:10mm​



tw_min
:6 mm​



Weld thickness check
:tw ≥ tw,min 🟢​




t_t
:7.071067811865475​






1.5.2 Weld category

Weld groups are categorised as either General Purpose (GP) or Special Purpose (SP). GP welds are typically used for static loaded or lower-stressed members and SP welds are selected for dynamic-loaded or higher-stressed members.
The weld category affects the capacity reduction factor:
  1. 
    
    for GP
  2. 
    
    for SP
For end plate moment connections, weld category SP is normally used.


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
  1. 48 = E48XX
  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
:490.0​




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
:1663.1151493507596​




Cl 9.6.3.10



2. Design Actions

2.1 Applied Actions

The beam is subject to coincident bending moment

, shear force

and axial force

at it's end. The distribution of these forces in the beam is:
  1. bending moment is resisted entirely by the beam flanges
  2. vertical shear is resisted entirely by the beam web
  3. any axial load in the beam is shared between the flanges.
In this calculator,

is positive for tension forces.


V
:65.0 kN​



M
:100.0 kN m​



N
:20.0 kN​



theta
:5.0 deg​

Adapted from Figure 11 of ASI Design Guide 12



Vd
:65.0 kN​






Md
:100.0 kN m​






2.2 Resolved Forces

To formulate the resolved forces that we need to design our end plate components for, we should understand the basic mechanism of transfer of design actions from beam into the column:
  1. The beam moment
    
    creates a force couple in it's flanges with the lever arm taken as the centre to centre of the two flanges. Additionally the beam axial force
    
    is equally divided between the two flanges, assuming equal width flanges.
  2. -- These flange forces due to
    
    and
    
    at the tension flange must be transferred into the flange welds and hence to the end plate. Bending of the end plate transfers tension force into the bolts and then the bolts transfer the tension force into the column flange.
  1. -- These flange forces due to
    
    and
    
    at the compression flange must be transferred into the flange welds and then into the end plate and then into the column flange by bearing.
  2. The beam shear force
    
    is transferred into the web weld and hence to the end plate. The end plate transfers the shear force to the bolts at the compression flange of the beam into the column flange.
For pitched beams with angle

, the force components are considered.
Considering the above, the resolved forces in the flanges are given by:
  1. design tension flange force,
    
    

Nft∗={M∗d−tf+N∗2for θ=0M∗d−tfcos⁡θ+N∗2cos⁡θ+V∗2sin⁡θfor θ>0M∗d−tfcos⁡θ+N∗2cos⁡θ−V∗2sin⁡θfor θ<0N^*_{ft}=\small \begin{cases}\frac{M^*}{d-t_f}+\frac{N^*}{2} & \text{for } \theta = 0 \\ \frac{M^*}{d-t_f}\cos{\theta} + \frac{N^*}{2} \cos{\theta} + \frac{V^*}{2} \sin{\theta} & \text{for } \theta > 0 \\ \frac{M^*}{d-t_f}\cos{\theta} + \frac{N^*}{2} \cos{\theta} - \frac{V^*}{2} \sin{\theta} & \text{for } \theta < 0 \end{cases}
  1. design compression flange force,
    
    

Nfc∗={M∗d−tf−N∗2for θ=0M∗d−tfcos⁡θ−N∗2cos⁡θ−V∗2sin⁡θfor θ>0M∗d−tfcos⁡θ−N∗2cos⁡θ+V∗2sin⁡θfor θ<0N^*_{fc}= \small \begin{cases}\frac{M^*}{d-t_f}-\frac{N^*}{2} & \text{for } \theta = 0 \\ \frac{M^*}{d-t_f}\cos{\theta} - \frac{N^*}{2} \cos{\theta} - \frac{V^*}{2} \sin{\theta} & \text{for } \theta >0 \\ \frac{M^*}{d-t_f}\cos{\theta} - \frac{N^*}{2} \cos{\theta} + \frac{V^*}{2} \sin{\theta} & \text{for } \theta < 0 \end{cases}
And the resolved shear force

is given by:

Vv∗={V∗for θ=0V∗cos⁡θ−N∗sin⁡θfor θ>0V∗cos⁡θ+N∗sin⁡θfor θ<0V^*_{v}=\begin{cases} V^* & \text{for } \theta = 0 \\ V^*\cos{\theta} - N^* \sin{\theta} & \text{for } \theta > 0 \\ V^*\cos{\theta} + N^* \sin{\theta} & \text{for } \theta < 0 \end{cases}
Adapted from Figure 12, 13 & 14 of ASI Design Guide 12

For web welds,

since no axial force is assumed to go through the web.
Additionally, no matter if the beam is pitched or not, the flange welds are subject to the force components parallel to the member, given by:
  1. design force acting on weld in the tension flange,
    
    is given by:

Nftw∗={M∗d−tf+N∗2for any θN^*_{ftw}=\begin{cases}\frac{M^*}{d-t_f}+\frac{N^*}{2} & \text{for any } \theta \end{cases}
  1. design force acting on weld in the compression flange,
    
    is given by:

Nfcw∗={M∗d−tf−N∗2for any θ\\ N^*_{fcw}=\begin{cases}\frac{M^*}{d-t_f}-\frac{N^*}{2} & \text{for any } \theta \end{cases}
The flange force due to tension and shear

is given by:

Nfr∗={0.5N∗for θ=00.5N∗cos⁡θ+0.5V∗sin⁡θfor θ>00.5N∗cos⁡θ−0.5V∗sin⁡θfor θ<0N^*_{fr}= \small \begin{cases} 0.5 N^* & \text{for } \theta = 0 \\ 0.5 N^*\cos{\theta} + 0.5 V^* \sin{\theta} & \text{for } \theta > 0 \\ 0.5 N^*\cos{\theta} - 0.5 V^* \sin{\theta} & \text{for } \theta < 0 \end{cases}
But

if the resultant cases compression.
Adapted from Figure 27 of ASI Design Guide 12

Adapted from Figure 26 of ASI Design Guide 12



N_ft
:354.9 kN​






N_fc
:334.8 kN​






N_ftw
:354.8 kN​






N_fcw
:334.8 kN​






V_v
:65.0 kN​







N_fr
:10.0 kN​






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

As per Section 9.2 of Design Guide 12 for the design check of flange welds to beam, we shall assume the flange weld transmits design forces

and

only. The flange weld check is given by:

Nftw∗ and Nfcw∗≤ϕNw=2×lw×ϕvwN^*_{ftw} \space \text{and} \space N^*_{fcw} \leq \phi N_w=2\times l_w \times \phi v_w
Where:
  1. 
    
    is the weld length across the 2 sides of the beam flange, where
    
    
  2. 
    
    is the capacity of a single fillet weld in
    
    , as provided in Section 1.5 of this calculator



lw
:135 mm​






ΦNw
:495.6 kN​






Flange weld util
:0.72​



Flange weld check
:N*ft and N*fc ≤ ΦNw 🟢​






3.2 Web Weld Check

As per Section 9.3 of Design Guide 12 for the design check of web welds to beam, this calculator uses the simplified method. The web weld check is given by two checks:
a) the weld on the compression side of the beam resists the shear force

only:

Vv∗≤ϕVwc=lwc×ϕvwV^*_v\leq \phi V_{wc} = l_{wc} \times \phi v_w
Where:
  1. 
    
    is the weld length from the inside face of the compression flange to mid-depth of the beam
  2. 
    
    is the root radius of the beam
  3. 
    
    is the capacity of a single fillet weld in
    
    

b) the weld on the tension side of the beam must transfer the yield stress of the beam's web

in order for the weld to have sufficient design capacity to allow the design bending moment to be transferred only through the flanges

ϕNwt≤ϕVwt=Lwt×ϕvw\phi N_{wt} \leq \phi V_{wt} = L_{wt} \times \phi v_w
Where:
  1. 
    
    is the yield stress of the beam's web
  2. 
    
    is taken as 0.9, as per Table 3.4 of AS4100-2020
  3. 
    
    is the yield stress of the beam web
  4. 
    
    is the thickness of the beam web
  5. 
    
    is the weld length from the inside face of the tension flange to mid-depth of the beam
  6. 
    
    is the capacity of a single fillet weld in
    
    


Lw
:135.01 mm​






ΦVwc
:224.5 kN​






ΦVwt
:224.5 kN​






ΦNwt
:213.9 kN​






Web weld util
:0.95​






Web weld check
:V*v ≤ ΦVwc and ΦNwt ≤ ΦVwt 🟢​




3.3 Bolt Tension Check

As per Section 9.4 of Design Guide 12, the design capacity of bolts at tension flange considers thick plate behaviour (no bolt prying forces) such that the design moment capacity becomes the bolt strength at each bolt row multiplied by the lever arm between the bolt centreline and the centreline of the compression flange. The check is given by:

M∗+Maxial∗≤ϕMbt=2×ϕNtf∑diM^*+M^*_{axial} \leq \phi M_{bt} = 2 \times \phi N_{tf} \sum d_i
Where:
  1. 
    
    is the design capacity of a single bolt in tension, as given in Section 1.4 of this calculator
  2. 
    
    is the sum of the distances from the centre of beam compression flange to the centre of each bolt row
  3. 
    
    is an additional moment that allows for the fact that the design axial tension
    
    present in the tension flange reduces the tension capacity of the bolts at the tension flange. The limit on
    
    is intended to ensure the yield line solutions in Design Check 3.5 End Plate Tension Check of this calculator, remains valid.
  4. 
    
    is the flange force due to tension and shear, found in Section 2.2 of this calculator
Note, the underlying assumption is that the outer bolts will yield and deform sufficiently to allow the inner bolts to also develop their full design capacity at tension. The weld to the web is designed to be strong enough for this to occur, which is covered in check 3.2 of this calculator.


Σdi
:582.2 mm​






M_axial
:2.9 kN m​






ΦMbt
:189.8 kN m​






Bolt tension util
:0.54​



Bolt tension check
:M* + M*axial ≤ ΦMbt 🟢​






3.4 Bolt Shear Check

As per Section 9.5 of Design Guide 12, only bolts not involved in the tension flange in resisting the design bending moment are assumed to resist the resultant shear on the connection. Therefore, the bolts in shear check is given by:

Vv∗≤ϕVfb=ncw×ϕVdfV^*_v\leq \phi V_{fb} = n_{cw} \times \phi V_{df}
Where:
  1. 
    
    is the capacity reduction factor taken as 0.9, except for
    
    is taken as 0.8, as per Table 3.4 of AS4100-2020
  1. 
    
    is the number of bolts on the compression side of the neutral axis, which is typically either 2 or 4 bolts
  2. 
    
    is the design capacity of a single bolt in shear in ULS
  3. 
    
    is the design capacity of a single bolt in shear, as provided in Section 1.4 of this calculator
  1. 
    
    is the design capacity related to local bearing or end plate tear-out of a single bolt in the end plate
  1. 
    
    is the design capacity related to local bearing or end plate tear-out of a single bolt in the supporting column flange
  2. 
    
    is the tensile strength of the end plate
  1. 
    
    is the tensile strength of the column flange


n_cw
:2​






a_ey
:40 mm​






ΦVbi
:369.0 kN​






ΦVbc
:473.9 kN​






ΦVdf
:92.6 kN​






ΦVfb
:185.20 kN​






Bolt shear util
:0.35​



Bolt shear check
:V*v ≤ ΦVfb 🟢​






3.5 End Plate Tension Check

The underlying assumption of "thick" plate behaviour, such that bolt prying forces are negligible, is taken to be when 90% of the end plate strength is achieved which is based on test results.
Therefore, as per Section 9.6 of Design Guide 12, the assumption of "thick" plate behaviour requires the end plate design capacity in bending to be at least (1/0.9 =) 1.11 times the design capacity of the bolt group in tension. The design capacity of the end plate at the tension flange check is given by:

1.11(ϕMbt)≤ϕMpt≤1.11(ϕMs)1.11 (\phi M_{bt})\leq \phi M_{pt} \leq 1.11 (\phi M_s)
Where:
  1. 
    
    is the capacity reduction factor taken as 0.9, as per Table 3.4 of AS4100-2020
  1. 
    
    is the bolt group design capacity at the tension flange, as calculated in Design Check 2.3 of this calculator
  2. 
    
    is the end plate design capacity in bending
  1. 
    
    is the design section moment capacity of the beam attached to the end plate
  1. 
    
    is the yield strength of the end plate
  1. 
    
    is the thickness of the end plate
  2. 
    
    is a factor related to yield line pattern and changes depending on the end plate form, see ASI Design Guide 12 for more details



Yp
:1.68 m​






ΦMpt
:236.5 kN m​



1.11ΦMs
:148.7 kN m​



1.11ΦMbt
:210.7 kN m​






End plate tension util
:0.89​



End plate tension check
:1.11ΦMbt ≤ ΦMpt 🟢​






3.6 End Plate Shear Check

As per Section 9.7 of Design Guide 12, the design capacity of an end plate in shear is only applicable for unstiffened end plates. There is two check given by:
a) shear yielding of end plate at tension flange:

Nft∗nbp≤ϕVpe=ϕ×0.5fyibiti\dfrac{N^*_{ft}}{n_{bp}} \leq \phi V_{pe} = \phi \times 0.5 f_{yi} b_i t_i
Where:
  1. 
    
    is the number of bolt rows assumed to resist
    
    
  2. 
    
    is the yield strength of the end plate
  3. 
    
    is the width of the end plate
  4. 
    
    is the thickness of the end plate
b) shear rupture of end plate at tension flange:

Nft∗nbp≤ϕVpu=ϕ×0.6fui(bi−2dh)ti\dfrac{N^*_{ft}}{n_{bp}} \leq \phi V_{pu} = \phi \times 0.6 f_{ui} \left( b_i - 2 d_{h} \right) t_i
Where:
  1. 
    
    is the number of bolt rows assumed to resist
    
    
  2. 
    
    is the tensile strength of the end plate
  3. 
    
    is the width of the end plate
  4. 
    
    is the thickness of the end plate
  5. 
    
    is the bolt hole diameter, assuming a 2mm oversize for tolerances
It is considered unlikely that the above two requirements would govern as end plate in tension check would always control plate thickness. The requirements are included for completeness.
Additionally, any form of vertical shear yielding or block shear failure under

is considered unlikely with an end plate moment connection due to the end plate thickness required in tension, so no provisions are included for either failure criterion.


n_bp
:2​






ΦVpe
:618.8 kN​






ΦVpu
:974.2 kN​






End plate shear util
:0.29​



End plate shear check
:N*ft/nbp ≤ ΦVpe and ΦVpu 🟢​






Related Resources

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