Σύνδεση στιγμής

The aim of a Η σύνδεση πλάκας γιακά είναι πολύ παρόμοια με την is to hold the end rotation, which in analysis terms is the κωδικός σταθερότητας FFFFFF: restrained in all three translations and all three rotations. That is why moment connections are also called rigid connections.

AISC 360-16 Section B3.4 is more precise about it, and the distinction matters when you model the frame. A moment connection is either fully restrained (FR), which holds the angle between the members and justifies the FFFFFF assumption, ή partially restrained (PR), which transfers moment but rotates enough that the analysis has to account for the joint’s real stiffness. Treating a PR joint as fully rigid overstates the frame’s stiffness and understates its drift.

Where a σύνδεση διάτμησης works mostly through the beam web, a moment connection has to engage the flanges, because that is where the bending stress is. Πλάκες φλάντζας, welded flanges or an end plate all do the same job: they turn the beam’s moment into a tension force in one flange and a compression force in the other, and carry that couple into the column.

Τύποι σύνδεσης στιγμής

Moment connections carry far more moment than a shear connection, and they cost more to make: more material, more welding, more fit-up and more inspection. Most frames use them only where the structure relies on frame action for lateral stability, and use shear connections everywhere else.

Which configurations are available depends on the design code and on what the beam frames into.

Beam to I-section column (AISC 360-16)

Four configurations, framing to the column flange or to the column web.

Συγκολλημένες φλάντζες

The beam flanges are welded straight to the column flange, with no intermediate plate, and the web is bolted to a shear tab. This gives the stiffest joint of the group and the cleanest load path, but it is field welding on a member that has to fit within tolerance, so it carries preheat, access and inspection costs that a bolted detail does not.

Flush End Plate

A plate welded to the end of the beam and bolted to the column, with the plate finishing flush with the beam flanges and all bolts sitting between them. It suits lower moments, because the bolt group’s lever arm is limited by the beam depth.

Extended End Plate

The same idea, with the plate extended past the tension flange so bolts can sit outside it. Those outer bolts have a longer lever arm about the compression flange, which is what buys the extra moment capacity. Prying action on the extended part becomes a governing check. It is the configuration shown at the top of this page.

Both end plate configurations are covered by the moment connection calculator.

Beam to HSS column (AISC 360-16)

Framing a moment connection into a hollow section is harder, because there is no flange to bolt through and no access to the far side. One configuration is available: ένα πλάκα φλάντζας welded to the face of the HSS, without stiffeners.

ΟΠΩΣ ΚΑΙ 4100:2020

ΟΠΩΣ ΚΑΙ 4100 coverage in SkyCiv Connection Design is shear connections only, framing beam to I-section column or beam to beam. Moment connections to AS 4100 are not available. For moment design, use AISC 360-16.

What does the software check?

Detailing runs first: bolt edge distances, απόσταση μπουλονιών (pitch and gage), tool clearances, minimum and maximum plate dimensions, and clash detection between plates, ενισχυτικά, bolts and welds. A connection that cannot be built does not reach the solve.

The strength checks then follow the couple through the joint. On the flange side that means the plate in tension and in compression, διάτμηση μπουλονιών, bolt bearing and tear-out, ρήξη διάτμησης μπλοκ, prying action on the bolts, and weld throat stress. On the supporting member it means local flange bending, web local yielding and web crippling, which are the limit states that decide whether the column needs stiffeners or a doubler plate.

Κάθε φόρμουλα, design check and code reference is shown in full, with clause numbers from AISC 360-16, so you can follow the calculation rather than take it on trust.

Μέσω πλακών μεταφοράς ροπής μεταξύ των μελών μέσω της χρήσης μιας άκαμπτης πλάκας που είτε είναι βιδωμένη είτε συγκολλημένη στα μέλη: Μέσω πλακών μεταφοράς ροπής μεταξύ των μελών μέσω της χρήσης μιας άκαμπτης πλάκας που είτε είναι βιδωμένη είτε συγκολλημένη στα μέλη

The difference is what happens to the angle between the two members. In a moment connection that angle is held, so bending in one member carries into the other. In a shear connection the joint is free to rotate, so the beam end turns and no meaningful moment crosses the joint.

 

 

Λογισμικό σχεδιασμού σύνδεσης SkyCiv

The models and checks above are from Σχεδιασμός σύνδεσης SkyCiv. It covers over 80+ pre-configured connection types, designs to AISC 360-16 in LRFD and ASD and to ΟΠΩΣ ΚΑΙ 4100:2020, and shows every formula, design check and code reference in full.

You can model the connection in 3D, swap bolts, welds or plates without losing your load data, produce 2D detail drawing sheets in CloudCAD, and export the 3D geometry to IFC for coordination in Revit, Tekla ή Navisworks.

It runs entirely in the browser, χωρίς λήψεις, updates or IT setup.

Try the Free Connection Design Tool

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