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Steel connection library

Steel connection library

28 steel connections, each checked plate by plate in a finite element model: base plates, knee joints, splices, bracing gussets, truss nodes and hollow section joints. Each page has the members, bolts, welds, the utilisation of every component and a 3D model you can rotate.

Connection design · 28 from real projects

Girder bearing on concrete: welded I 1200 on an anchored base: equivalent stress plotColumn bases

Girder bearing on concrete: welded I 1200 on an anchored base

AISC 360-16 · Welds 77 % of capacityRHS 100×50 post anchored to the side of a concrete wall: equivalent stress plotColumn bases

RHS 100×50 post anchored to the side of a concrete wall

AISC 360-16 · Anchors 37 % of capacityHEB 400 beams over an HEB 600 column with a CHS brace: equivalent stress plotBeam-to-column and knee joints

HEB 400 beams over an HEB 600 column with a CHS brace

AISC 360-16 · Bolts 92 % of capacityHEB 400 and HEA 300 beams on an HEB 600 column: equivalent stress plotBeam-to-column and knee joints

HEB 400 and HEA 300 beams on an HEB 600 column

AISC 360-16 · Bolts 87 % of capacityTwo HEA 300 beams on an HEB 450 column through welded stubs: equivalent stress plotBeam-to-column and knee joints

Two HEA 300 beams on an HEB 450 column through welded stubs

AISC 360-16 · Bolts 83 % of capacityWelded knee: IPE 240 rafters on an HEB 300 column: equivalent stress plotBeam-to-column and knee joints

Welded knee: IPE 240 rafters on an HEB 300 column

AISC 360-16 · Welds 83 % of capacityHEB 450 beams on an HEB 600 column: equivalent stress plotBeam-to-column and knee joints

HEB 450 beams on an HEB 600 column

AISC 360-16 · Welds 76 % of capacityFour-way beam-to-column node: IPE 300 beams on an HEB 240 column: equivalent stress plotBeam-to-column and knee joints

Four-way beam-to-column node: IPE 300 beams on an HEB 240 column

AISC 360-16 · Welds 75 % of capacityHaunched IPE 400 beam on an HEA 340 column with a tubular brace: equivalent stress plotBeam-to-column and knee joints

Haunched IPE 400 beam on an HEA 340 column with a tubular brace

AISC 360-16 · Welds 69 % of capacityHEA 500 beams framing into an HEB 600 column: equivalent stress plotBeam-to-column and knee joints

HEA 500 beams framing into an HEB 600 column

AISC 360-16 · Welds 29 % of capacityIPE 360 beams on an HEA 300 column: equivalent stress plotBeam-to-column and knee joints

IPE 360 beams on an HEA 300 column

AISC 360-16 · Welds 21 % of capacityWelded sleeve splice of an SHS 80×80×5 in tension: equivalent stress plotSplices

Welded sleeve splice of an SHS 80×80×5 in tension

AISC 360-16 · Welds 93 % of capacityColumn node with UPN 160 and angle braces on an HEB 200: equivalent stress plotBracing and gusset nodes

Column node with UPN 160 and angle braces on an HEB 200

AISC 360-16 · Bolts 95 % of capacityCHS 219.1 braces on an HEB 400 through a gusset plate: equivalent stress plotBracing and gusset nodes

CHS 219.1 braces on an HEB 400 through a gusset plate

AISC 360-16 · Welds 86 % of capacityCross node: UPN 200 members with angle braces: equivalent stress plotBracing and gusset nodes

Cross node: UPN 200 members with angle braces

AISC 360-16 · Bolts 83 % of capacityTubular braces bolted to the web of a deep girder: equivalent stress plotBracing and gusset nodes

Tubular braces bolted to the web of a deep girder

AISC 360-16 · Welds 76 % of capacityCHS 219.1 braces on an HEB 600 column: equivalent stress plotBracing and gusset nodes

CHS 219.1 braces on an HEB 600 column

AISC 360-16 · Welds 76 % of capacityBracing node at an HEA 240 column with an IPE 360 beam: equivalent stress plotBracing and gusset nodes

Bracing node at an HEA 240 column with an IPE 360 beam

AISC 360-16 · Welds 75 % of capacityHorizontal bracing node: four UPN 160 on one gusset plate: equivalent stress plotBracing and gusset nodes

Horizontal bracing node: four UPN 160 on one gusset plate

AISC 360-16 · Bolts 68 % of capacityBolted brace node: SHS 120 braces on an HEA 160 beam: equivalent stress plotBracing and gusset nodes

Bolted brace node: SHS 120 braces on an HEA 160 beam

EN 1993-1-8 · Bolts 34 % of capacityTruss seat on an HEB 600 column with CHS braces: equivalent stress plotTruss and lattice nodes

Truss seat on an HEB 600 column with CHS braces

AISC 360-16 · Bolts 83 % of capacityLattice node: CHS 219.1 braces on an HEB 600 chord: equivalent stress plotTruss and lattice nodes

Lattice node: CHS 219.1 braces on an HEB 600 chord

AISC 360-16 · Welds 77 % of capacityWelded node of SHS 60 and SHS 40 members: equivalent stress plotHollow section joints

Welded node of SHS 60 and SHS 40 members

AISC 360-16 · Welds 80 % of capacityWelded multi-member node in SHS 40×40×2.5: equivalent stress plotHollow section joints

Welded multi-member node in SHS 40×40×2.5

AISC 360-16 · Welds 10 % of capacityCHS 914 and CHS 711 struts on a plate girder with M52 bolts: equivalent stress plotSpecial and multi-member nodes

CHS 914 and CHS 711 struts on a plate girder with M52 bolts

EN 1993-1-8 · Bolts 95 % of capacityFour CHS 660 struts on a deep plate girder: equivalent stress plotSpecial and multi-member nodes

Four CHS 660 struts on a deep plate girder

EN 1993-1-8 · Bolts 83 % of capacitySteel collar on a concrete column carrying an HEB 400 beam: equivalent stress plotSpecial and multi-member nodes

Steel collar on a concrete column carrying an HEB 400 beam

AISC 360-16 · Welds 78 % of capacityHEB 400 beam seat on a concrete column with anchored side plates: equivalent stress plotSpecial and multi-member nodes

HEB 400 beam seat on a concrete column with anchored side plates

AISC 360-16 · Welds 76 % of capacity

FAQ

About this library

Are these real connections?

Yes. Each one was modelled and checked for a real structure or, where marked as a worked example, for a training model. The numbers on each page are read from the check report, not typed in.

How is a connection checked?

Every plate, bolt and weld is modelled in a finite element model of the joint (the component-based finite element method, CBFEM). Plates are checked against a plastic strain limit, and bolts, welds and anchors against the resistances of the design code.

Which design codes?

The pages show the code each connection was checked to, mostly EN 1993-1-8 and AISC 360-16. Other codes are possible; ask at the start.

Can you design a connection like one of these for my project?

Yes. Send the member sizes and forces, or the analysis model, and you get a written scope and price before any work starts.

Have a connection to design?

Send the member sizes and forces, or the analysis model. Simple or complicated, every plate and bolt gets checked.

info@structomat.com You get a written scope and price before any work starts.