Support Center

Category
Advanced filter
Application
Show more
National codes
Show more
BIM links
Show more
User actions
Show more
Steel Topics
Show more
Concrete Topics
Show more
Bridges
Verification book
16 results for "weld"

Fillet weld in lap joint

welds. welds, and a combination of transverse and parallel welds. welded lap joint with parallel fillet welds

Fillet weld in angle plate joint

The chapter is focused on verification of welds. The weld model has an elastic-plastic material diagram, and stress peaks are redistributed along the weld length. The influence of weld length on the design resistance of a welded angle joint is shown in Fig. 4.2.2.

Fillet weld in fin plate joint

The chapter is focused on verification of welds. The plate/weld is loaded by normal and shear force and bending moment. Analytical model The fillet weld is the only component examined in the study. The weld model has an elastic-plastic material diagram, and stress peaks are redistributed along the weld length.

CBFEM Weld Model: Validation and Verification

Figure 1: Constraint between mesh nodes (butt weld) Figure 2: Constraint between weld element and mesh nodes (fillet weld) The aim of design weld models The resistances of the regular welds, welds to unstiffened flange, long welds, and multi-oriented weld groups were investigated to select parameters of to the weld axis and for the multi-oriented weld group.

Bolted portal frame eaves moment connection

Fillet weld The weld is closed around the whole cross-section of the beam. The thickness of the weld on the flanges can differ from the thickness of the weld on the web. Design of the weld is done according to EN 1993-1-8:2005, Cl. 4.5.3.2(6).

Column base – Open section column in compression

The thickness of the weld on the flanges is selected the same as the thickness of the weld on the web. is the resistance of welds considering uniform distribution of stress. The same approach was used to get the resistance of welds F c,weld .

Circular hollow sections

Failure mode method In this chapter, component-based finite element method (CBFEM) for design of uniplanar welded Circular Hollow Sections (CHS) is verified In the following studies, the welds are designed according to EN 1993‑1‑8:2006 not to be the weakest components in the joint. The design resistance of the axially loaded welded CHS joint is: for T and Y joint \[ N_{1,Rd} = C_f \frac{f_{y0} t_0^2}{\sin{\theta_1}} (2.6+17.7 \beta

Welded portal frame eaves moment connection

Fillet welds are designed not to be the weakest component in the joint. This difference is caused by considering welded cross-sections. throat thickness a f = 9 mm Beam web: fillet weld throat thickness a w = 5 mm Butt weld around stiffeners Outputs Design resistance in shear V Rd

Plate to circular hollow section

Failure mode method Uniplanar welded plate to circular hollow sections T-joints predicted by CBFEM are verified to FMM in this chapter. The welds, designed according to EN 1993‑1‑8:2006, are not the weakest components in the joint. The design resistance of the axially loaded welded plate to CHS joint is: T joint Transverse \[ N_{1,Rd} = 2.5 C_f f_{y0} t_0^2 (1+3 \beta^2) \gamma^{0.35

Rectangular hollow sections

Square hollow sections (SHS) brace is welded directly onto an RHS chord without the use of reinforcing plates. The welds designed according to EN 1993-1-8:2005 are not the weakest components in the joint. Range of validity CBFEM was verified for typical T, Y X, and K-joints with gap of the welded rectangular hollow sections.

Bolted connection - T-stub in tension

The welds are designed not to be the weakest component. Inputs T-stub, see Fig. 5.1.11 Steel S235 Flange thickness t f = 20 mm Web thickness t w = 20 mm Flange width b f = 300 mm Length b = 100 mm Double fillet weld resistance in tension F T,Rd = 161,5 kN Collapse mode – full yielding of the flange with maximal strain 5 % Utilization of the bolts 86,4 % Utilization of the welds

Not exactly matching, but you might find helpful

Prediction of the Connection deformation capacity

of the limits of materials strain and the estimation of the strain hardening and upper values material yield stress is described on the beam to column welded

Prequalified joints for seismic applications

The research activity covered the standardization of design and manufacturing procedures for a set of bolted joint types and a welded reduced beam section types of pre-qualified joints: haunched bolted joints, unstiffened extended end plate bolted joints, stiffened extended end plate bolted joints, and welded This configuration allows an easy erection by bolting while welding the end plate to the beam is automated in shop.

Column base – Hollow section column

Four components are activated: the column flange and web in compression, the concrete in compression including grout, the anchor bolt in tension, and welds The fillet welds with thickness a = 12 mm were selected. The joint coefficient for grout with sufficient quality is taken as β j = 0,67. 84% 89% 88% Benchmark case Input Column cross-section SHS 150×16 Steel S420 Base plate Thickness 20 mm Offsets at top 100 mm, left 100 mm Welds – butt welds

Column base – Open section column in bending to strong axis

components are examined: column flange and web in compression, concrete in compression including grout, base plate in bending, anchors in tension, and welds

Concrete in compression

Manual calculation General Three components are examined: column flange and web in compression, concrete in compression including grout, welds.

Become a certified connection design professional

Ready to master analysis, design, and code-check skills of various steel connections for everyday engineering practice? Our online course can help you

Try idea statica for free

Download a free trial version of IDEA StatiCa