# Design of K-Type Joint Using CHS Sections According to EN 1993-1-8

### Technical Article

Closed circular cross-sections are ideal for welded truss structures. The architecture of such constructions are popular when designing transparent roofs. This article shows the special features of the connection design using hollow sections.

#### General

Slender truss structures made of closed cross-sections are popular in architecture. Due to computer-aided production of cuts and connection geometries, it is possible to also have complex spatial nodes. This technical article deals with the design of a K-node. Especially the node definition and the design are described in detail.

#### Details of Model

Material: S355
Chord cross -section: RO 108x6.3 | DIN 2448, DIN 2458
Strut cross-section: RO 60.3x4 | DIN 2448, DIN 2458
Dimensions: see graphic

#### Assigning the Node to Joint Type

The connection type for a hollow section node is not only defined by the geometry but also by the orientation of the axial forces in the struts. In our example, there is a tensile force in member no. 35 (strut 1) and a compression force in member no. 36 (strut 2) on node no. 28 to be designed. Given this distribution of internal forces and moments, the joint type is a K-node. If there was compression or tension in both struts, the connection type would be a Y-node.

#### Checking the Validity Limits

Compliance with the validity limits is crucial for any design. The ratio of the diameters of struts and chords is important. If it is not in the range of 0.2 ≤ di / do ≤ 1.0, it is not possible to perform the design. The diameter ratio di / do is also referred to as β. The European standard EN 1993-1-8 [1] specifies in Table 7.1 the validity limits for struts, chord members as well as a limitation of the struts' overlap. If you want to have a gap between the struts, a minimum dimension of g ≥ t1 + t2 must be observed, too. t is the respective wall thickness of the struts. Structural components subjected to compression also need to be classified into cross-section classes 1 or 2. A corresponding check is carried out according to EN 1993-1-1 [2], Chapter 5.5.

#### Design Process

In our example, the connection meets the validity limits according to Table 7.1. Therefore, it is sufficient according to EN 1993-1-8, Chapter 7.4.1 (2) to analyze the chord member for flange failure and punching shear.

Flange failure of chord member due to axial force according to EN 1993-1-8, Table 7.2, row 3.2:

Determination of diameter-wall ratio γ

Determination of diameter-wall thickness ratio γ

$$γ = d02 · t0$$

 γ Ratio of the chord member's width or diameter to the double of its wall thickness d0 Total diameter of chord member t0 Wall thickness of chord cross-section

γ = 8.57

Determination of factor kg

Factor k𝚐 according to EN 1993-1-8, Table 7.2

$$kg = γ 0,2 · 1 + 0,024 · γ 1,21 + e 0,5 · g / t0 - 1,33$$

 kg Factor for nodal connections with a gap g γ Ratio of the chord member's width or diameter to the double of its wall thickness e Euler's number g Gap width between struts of a K or N joint t0 Wall thickness of chord cross-section

kg = 1.72

Determination of chord tension coefficient kp

$$kp = 1 + 0,3 · np · 1 - np np = fpfyfp = NpA0 - M0W0$$

 kp Chord prestress coefficient np Ratio fp Value of acting compressive stress in chord member without stresses due to components of strut forces at connection parallel to chord fy Yield strength Np Starting axial compressive force in chord A0 Cross-sectional area of chord member M0 Secondary moment from eccentricity W0 Elastic section modulus of chord cross-section

fp is the chord tension from the axial force Np and the additional moment from eccentricity. Since there is compression and tension in the chord, it is assumed that Np = 0. Furthermore, the eccentricity of the joint is so small that an additional moment from any eccentric connection of the struts does not have to be considered. Thus, the auxiliary factor fp is zero. The sign rule for compression and tension forces in RFEM and RSTAB differs from those of the European standard EN 1993-1-8. Therefore, the formula for kp has been adjusted.

kp = 1.0

Determination of allowable limit internal force NRd

Flange failure according to EN 1993-1-8, Table 7.2, row 3.2

$$N1,Rd = kg · kp · fy0 · t02sinθ1 · 1,8 + 10,2 · d1d0 / γM5N2,Rd = sinθ1sinθ2 · N1,Rd$$

 N1,Rd Design value of axial force resistance of connection for strut 1 kg Factor for nodal connections with a gap g kp Chord prestress coefficient fy0 Yield strength of material of a chord member t0 Wall thickness of chord cross-section θ1 Enclosed angle between strut 1 and chord member d1 Total diameter of strut 1 d0 Total diameter of chord member yM5 Partial safety factor N2,Rd Design value of axial force resistance of connection for strut 2 θ2 Enclosed angle between strut 2 and chord member

N1,Rd = N2,Rd = 257.36 kN

N1,Ed / N1,Rd = 197.56 / 257.36 = 0.77 < 1.0

N2,Ed / N2,Rd = 186.89 / 257.36 = 0.73 < 1.0

Punching the chord member due to axial force according to EN 1993-1-8, Table 7.2, row 4:

Determination of allowable limit internal force NRd

Punching the chord member due to axial force according to EN 1993-1-8, Table 7.2, row 4

$$Ni,Rd = fy03 · t0 · π · di · 1 + sinθi2 · sin2θi / γM5$$

 Ni,Rd Design value of axial force resistance of connection for structural component i fy0 Yield strength of material of a chord member t0 Wall thickness of chord cross-section π Circle number di Total diameter for CHS components i θi Enclosed angle between strut i and chord member γM5 Partial safety factor

N1,Rd = N2,Rd = 417.58 kN

N1,Ed / N1,Rd = 197.56 / 417.58 = 0.47 < 1.0

N2,Ed / N2,Rd = 186.89 / 417.58 = 0.45 < 1.0

Flange failure of chord member due to moment Mop according to EN 1993-1-8, Table 7.5, row 2:

This design is only relevant for 3D structures where moments may also occur from the truss plane.

Determination of allowable limit internal force Mop,Rd

Flange failure of chord member due to moment Mₒₚ according to EN 1993-1-8, Table 7.5, row 2

$$Mop,i,Rd = fy0 · t02 · disinθi · 2,71 - 0,81 · β · kp / γM5$$

 Mop,i,Rd Design value of moment resistance of connection for bending out of plane of structural system for structural component i fy0 Yield strength of material of a chord member t0 Wall thickness of chord cross-section di Total diameter for CHS components i θi Enclosed angle between strut i and chord member β Ratio of mean diameters or mean widths of strut and chord kp Chord prestress coefficient yM5 Partial safety factor

Mop,1,Rd = Mop,2,Rd = 5.92 kNm

Mop,1,Ed / Mop,1,Rd = 0.08 / 5.92 = 0.01 < 1.0

Mop,2,Ed / Mop,2,Rd = 0.01 / 5.92 = 0.00 < 1.0

Flange failure of chord member due to moment Mip according to EN 1993-1-8, Table 7.5, row 1:

Determination of allowable limit internal force Mip,Rd

Flange failure of chord member due to moment Mᵢₚ according to EN 1993-1-8, Table 7.5, row 1

$$Mip,i,Rd = 4,85 · fy0 · t02 · disinθi · γ · β · kp / γM5$$

 Mip,i,Rd Design value of moment resistance of connection for bending in plane of structural system for structural component i fy0 Yield strength of material of a chord member t0 Wall thickness of chord cross-section di Total diameter for CHS components i θi Enclosed angle between strut i and chord member γ Ratio of the chord member's width or diameter to the double of its wall thickness β Ratio of mean diameters or mean widths of strut and chord kp Chord prestress coefficient γM5 Partial safety factor

Mip,1,Rd = Mip,2,Rd = 9.53 kNm

Mip,1,Ed / Mip,1,Rd = 0.37 / 9.53 = 0.04 < 1.0

Mip,2,Ed / Mip,2,Rd = 0.14 / 9.53 = 0.01 < 1.0

Punching the chord member due to moment Mop according to EN 1993-1-8, Table 7.5, row 3.2:

This design is only relevant for 3D structures where moments may also occur from the truss plane.

Determination of allowable limit internal force Mop,Rd

Punching the chord member due to moment Mₒₚ according to EN 1993-1-8, Table 7.5, row 3.2

$$Mop,i,Rd = fy0 · t0 · di23 · 3 + sinθi4 · sin2θi / γM5$$

 Mop,i,Rd Design value of moment resistance of connection for bending out of plane of structural system for structural component i fy0 Yield strength of material of a chord member t0 Wall thickness of chord cross-section di Total diameter for CHS components i θi Enclosed angle between strut i and chord member yM5 Partial safety factor

Mop,1,Rd = Mop,2,Rd = 8.70 kNm

Mop,1,Ed / Mop,1,Rd = 0.08 / 8.70 = 0.01 < 1.0

Mop,2,Ed / Mop,2,Rd = 0.01 / 8.70 = 0.00 < 1.0

Punching the chord member due to moment Mip according to EN 1993-1-8, Table 7.5, row 3.1:

Determination of allowable limit internal force Mip,Rd

Punching the chord member due to moment Mᵢₚ according to EN 1993-1-8, Table 7.5, row 3.1

$$Mip,i,Rd = fy0 · t0 · di23 · 1 + 3 · sinθi4 · sin2θi / γM5$$

 Mip,i,Rd Design value of moment resistance of connection for bending in plane of structural system for structural component i fy0 Yield strength of material of a chord member t0 Wall thickness of chord cross-section di Total diameter for CHS components i θi Enclosed angle between strut i and chord member yM5 Partial safety factor

Mip,1,Rd = Mip,2,Rd = 7.33 kNm

Mip,1,Ed / Mip,1,Rd = 0.37 / 7.33 = 0.05 < 1.0

Mip,2,Ed / Mip,2,Rd = 0.14 / 7.33 = 0.02 < 1.0

Interaction conditions according to EN 1993-1-8 Chapter 7.4.2 Equation 7.3:

In this design step, the struts are designed for the shared loading from axial force and bending. Currently, only bending perpendicular to the truss plane is considered here.

Interaction conditions according to EN 1993-1-8 Chapter 7.4.2 Equation 7.3

$$Ni,EdNi,Rd + Mop,i,EdMop,i,Rd ≤ 1,0197,56257,36 + -0,085,92 = 0,78 < 1,0 Strebe 1-186,89257,36 + -0,015,92 = 0,72 < 1,0 Strebe 2$$

 Ni,Ed Design value of acting axial force for structural component i Ni,Rd Design value of axial force resistance of connection for structural component i Mop,i,Ed Design value of acting moment out of plane of structural system for structural component i Mop,i,Rd Design value of moment resistance of connection for bending out of plane of structural system for structural component i

#### Summary

The technical article shows that the design for a K-node is not trivial. With the RF-/HSS add-on module, Dlubal offers a tool for designing all nodal types defined in the European standard, for CHS as well as SHS and RHS sections.

#### Reference

 [1] Eurocode 3: Design of steel structures - Part 1-8: Design of joints; EN 1993‑1‑8:2005 + AC:2009 [2] Eurocode 3: Design of steel structures - Part 1‑1: General rules and rules for buildings; EN 1993‑1‑1:2010‑12

### Write Comment...

• Views 1014x
• Updated 15 January 2021

Do you have questions or need advice?
Contact our free e-mail, chat, or forum support or find various suggested solutions and useful tips on our FAQ page.

Webinar 19 January 2021 2:00 PM - 3:00 PM EST

RFEM | Basics | USA

Online Training 20 January 2021 12:00 PM - 4:00 PM EST

RFEM | Basics

Online Training 29 January 2021 8:30 AM - 12:30 PM CET

RFEM for Students | USA

Online Training 3 February 2021 1:00 PM - 4:00 PM EST

The Most Common User Errors With RFEM and RSTAB

Webinar 4 February 2021 2:00 PM - 3:00 PM CET

RFEM | Steel | USA

Online Training 16 February 2021 9:00 AM - 12:00 PM EST

Eurocode 2 | Concrete structures according to DIN EN 1992-1-1

Online Training 19 February 2021 8:30 AM - 12:30 PM CET

RFEM | Structural dynamics and earthquake design according to EC 8

Online Training 24 February 2021 8:30 AM - 12:30 PM CET

Eurocode 5 | Timber structures according to EN 1995-1-1

Online Training 17 March 2021 8:30 AM - 12:30 PM CET

Eurocode 3 | Steel structures according to DIN EN 1993-1-1

Online Training 18 March 2021 8:30 AM - 12:30 PM CET

RFEM | Dynamics | USA

Online Training 23 March 2021 1:00 PM - 4:00 PM EST

RFEM | Basics

Online Training 23 April 2021 8:30 AM - 12:30 PM

Eurocode 3 | Steel structures according to DIN EN 1993-1-1

Online Training 6 May 2021 8:30 AM - 12:30 PM

Eurocode 2 | Concrete structures according to DIN EN 1992-1-1

Online Training 11 May 2021 8:30 AM - 12:30 PM

Eurocode 5 | Timber structures according to DIN EN 1995-1-1

Online Training 20 May 2021 8:30 AM - 12:30 PM

RFEM | Structural dynamics and earthquake design according to EC 8

Online Training 2 June 2021 8:30 AM - 12:30 PM

Length min

Length 0:33 min

Length 1:19 min

Length 0:54 min

Length 0:13 min

Length min

Length 0:45 min

Length min

Length 2:20 min

Length 0:50 min

Length 21:04 min

## Design of Steel and Membrane Structures | RFEM | Info Day Online | 15.12.2020 | 1/4

Length 1:27:00 min