What is Eu End Plate Connection used for in structural engineering?

Eu End Plate Connection provides values required for steel design calculations including capacity checks, connection design, and detailing. It is referenced in structural design codes and used by practicing engineers during the design of buildings, bridges, and industrial structures.

Can I use these reference values directly in my design?

Yes, provided the values match your governing code edition and project specifications. Always cross-reference against the primary source (code document, manufacturer data, or published standard). The information on this page is for educational use — final verification by a licensed engineer is required.

How often are these reference values updated?

Reference content is maintained to align with current code editions. When a new edition of AISC 360, AS 4100, EN 1993, or CSA S16 is published, values are reviewed and updated. Check the last-modified date at the bottom of the page and verify against the current edition for your jurisdiction.

Eu End Plate Connection | Steel Calculator

Connection Types — EN 1993-1-8 Clause 6.2

Flush End Plate

The end plate is contained within the beam depth. Economical for moderate moments. Tension bolts are confined to the beam tension flange region.

Extended End Plate

The end plate extends beyond the beam tension flange. Allows an extra row of bolts above the tension flange. Higher moment capacity, suitable for rigid frames.

Type	Typical Depth	Moment Capacity	Cost Factor
Flush end plate	ÃÂ¢ÃÂÃÂ beam depth	0.5-0.7 ÃÂÃÂ M_pl,Rd	1.0
Extended end plate	beam + 100 mm	0.8-1.2 ÃÂÃÂ M_pl,Rd	1.3-1.5
Bolted flange plate	—	1.0-1.3 ÃÂÃÂ M_pl,Rd	1.5-1.8

T-Stub Model — Clause 6.2.4

The tension zone is modelled as equivalent T-stubs representing:

Column flange in bending (T-stub 1)
End plate in bending (T-stub 2)
Bolts in tension

T-Stub Effective Length

For an extended end plate, the effective length l_eff of the T-stub per bolt row:

Bolt Row Location	l_eff (circular pattern)	l_eff (non-circular)	Governing
Row above flange (ext)	2ÃÂÃÂ ÃÂÃÂ m_x	4 ÃÂÃÂ m_x + 1.25 ÃÂÃÂ e_x	min
Row below flange	2ÃÂÃÂ ÃÂÃÂ m	ÃÂÃÂ± ÃÂÃÂ m (from geometry)	min
Inner row (flush)	2ÃÂÃÂ ÃÂÃÂ m	4 ÃÂÃÂ m + 1.25 ÃÂÃÂ e	min

T-Stub Resistance Modes

Three failure modes per EN 1993-1-8 Table 6.2:

Mode	Failure Description	Resistance F_T,Rd
1	Complete flange yielding	(4 ÃÂÃÂ M_pl,1,Rd) / m
2	Bolt failure with flange yielding	(2 ÃÂÃÂ M_pl,2,Rd + n ÃÂÃÂ ÃÂÃÂ£F_t,Rd) / (m+n)
3	Bolt failure only	ÃÂÃÂ£F_t,Rd

Bolt Row Force Distribution — Clause 6.2.7

Calculate the effective tension resistance of each bolt row (F_t,Rd)
Distribute total tension force among rows:
- First row (at beam tension flange): takes maximum tension
- Subsequent rows: limited by available lever arm
The total tension force centroid determines the lever arm z between tension and compression

Lever Arm z

z = distance from centre of compression (at beam compression flange centreline) to the centroid of the bolt tension force.

For flush end plates with 2 bolt rows:

Row Configuration	Lever Arm z	Typical Utilization
2 rows, 70 mm pitch	~270 mm	0.65
3 rows, 70 mm pitch	~320 mm	0.80
Extended 4 rows	~380 mm	0.95

Worked Example — IPE 300 Flush End Plate

Parameter	Value
Beam	IPE 300, S355
End plate	250 ÃÂÃÂ 150 ÃÂÃÂ 12 mm, S355
Bolts	4 ÃÂÃÂ M20 8.8 (2 rows)
M_pl,Rd (beam)	223.1 kNÃÂÃÂ·m
Bolt row pitch pÃÂ¢ÃÂÃÂ	70 mm
End distance eÃÂ¢ÃÂÃÂ	35 mm

Tension Zone (T-stub)

Mode	Resistance per row	Total F_t,Rd (2 rows)
1	180 kN	—
2	165 kN	—
3	188 kN	—
Governing (Mode 2)	165 kN/row	330 kN

Moment Resistance

Lever arm z ÃÂ¢ÃÂÃÂ 270 mm (from comp. flange centre to tension bolt centroid)

M_j,Rd = 330 ÃÂÃÂ 0.270 = 89.1 kNÃÂÃÂ·m

Utilization: 89.1 / 223.1 = 0.40 relative to beam capacity.

Increasing to an extended end plate with 4 bolts in tension gives M_j,Rd ÃÂ¢ÃÂÃÂ 160 kNÃÂÃÂ·m.

Compression Zone — Clause 6.2.6

The compression zone resistance is the minimum of:

Beam web and flange in compression: M_c,Rd (beam cross-section)
Column web in compression (stiffened or unstiffened)

F_c,fb,Rd = f_y,wc ÃÂÃÂ b_eff,c,wc ÃÂÃÂ t_wc / ÃÂÃÂ³_M0

If the column web is unstiffened, the compression resistance may be significantly less than the beam capacity, requiring transverse stiffeners.

Frequently Asked Questions

What is the difference between flush and extended end plate connections?

A flush end plate stops at the beam tension flange level, while an extended end plate projects beyond the beam flange to accommodate extra bolt rows. Extended end plates provide 40-70% higher moment capacity and are used for rigid connections in moment frames. Flush end plates are more economical and are used for semi-rigid and pinned connections.

When are column web stiffeners required for end plate connections?

Column web stiffeners are required when the column web compression (or tension) resistance is less than the applied flange force. Per EN 1993-1-8 Clause 6.2.6.2, stiffeners are needed when F_c,fb,Rd < F_c,Ed. For beam-to-column connections where the beam depth exceeds 75% of the column depth, stiffeners are almost always required.

Shear Tab Connection — Fin plate per EN 1993-1-8
Gusset Plate — Brace connection design
Brace Connection — Brace per EN 1993-1-8
Bolt Bearing — Bearing per Clause 3.6
All European References

Educational reference only. Design per EN 1993-1-8:2005 Clause 6.2. T-stub model per Table 6.2. Verify end plate thickness and bolt class against applied moment. Results are PRELIMINARY — NOT FOR CONSTRUCTION without independent verification.

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