# Steel connection capacity design (EN)

## 1 New project

Launch **IDEA StatiCa** (download the newest version) and open the source project file. The joint design is finished, and it is prepared for the standard Stress/Strain analysis.

## 2 Calculation and check

Start the stress/strain analysis by the **Calculate** button in the ribbon. The analysis model is automatically generated, the calculation is performed, and you can see the overall check results in the left top corner of the scene.

You can see that based on the stress/strain analysis, the joint is well designed and passed all the checks.

To keep these results, **copy **this project item.

## 3 Capacity check

In the new project item (CON2), change the analysis type to **CD – ****Capacity design**.

The **dissipative item** has to be selected. It can be added by the command from the top ribbon or by the mouse right-click in the tree in the scene.

A member or a plate where a plastic hinge is expected to occur should be chosen as a dissipative item. The material overstrength factor and strain-hardening factor are applied to the chosen item. In this example, select the **member IPE360 **as the dissipative item and **confirm the selection with the spacebar/enter key/right-click**.

In the properties **Members**, the parameters of **IPE360 **have to be adjusted: Set the **Model type** to **N-Vz-My**, because the connection can resist the bending moment in the vertical plane only and bending around minor beam axis must be restrained.

Switch the **Forces in** parameter to **Position**, because then the exact acting force position can be defined. The position of the plastic hinge is similar to the position of the acting force: **X = 365 mm**.

How to know the right position of the plastic hinge? The engineer needs to decide where it will occur. Usually, the plastic hinge is determined on the beam. In this example, it will occur just behind the face of the last stiffener. It’s handy to read the position from the application (wireframe view).

In the next step, the **load effects**** **have to be defined. Loads for seismic analysis are code-dependent (the material overstrength factor, strain-hardening factor) and influenced also by yield strength, geometrical characteristic of the cross-section, etc.

Loads for this example were calculated by this procedure:

\[M_{\textrm{Ed}} = \gamma_{\textrm{sh}} \cdot f_{\textrm{y,ov}} \cdot W_{\textrm{p}l} = 1.2 \cdot 447.75 \cdot 10^6 \cdot 1.0218 \cdot 10^{-3} = 544.12 \, \textrm{kNm} \]

\( \gamma_{\textrm{sh}} = 1.2 \)

\( f_\textrm{y} = 355 \, \textrm{MPa} \)

\( f_{\textrm{y,ov}} = f_\textrm{y} \cdot \gamma_{\textrm{ov}} = 355 \cdot 1.25 = 443.75\, \textrm{MPa} \)

\( \gamma_{\textrm{ov}} = 1.25 \)

\( W_{\textrm{pl,IPE360}} = 1.0218 \cdot 10^6 \, \textrm{mm}^3 \)

\[ V_{\textrm{Ed}} = \frac{2 \cdot M_{\textrm{Ed}}}{L_{h}} = 2 \cdot \frac{544.12}{7.32} = 148.67 \, \textrm{kN} \]

\(L_{h} = 7.32 \, \textrm{m} \, -\) distance between plastic hinges on the beam

Add the calculated shear force and bending moment as a **new ****Load effect** (LE).

The shear force and bending moment must be with appropriate signs so that the bending moment is decreasing on the beam in the direction away from the node.

**Copy** this LE and **change the orientation of the acting forces** so that the second LE will act in the opposite direction.

Now the capacity analysis can be started by **Calculate **command.

You can see from the results that the joint didn’t pass the code check. Some changes in design are required.

Increase the thickness of the endplate to **25 mm** to prevent it from collapsing.

To increase column load capacity, add a doubler to its web (add **Stiffening plate** manufacturing operation).

The doubler is welded by butt welds to the web of the column, weld to the flanges needs to be defined as well.

Four welds have to be added to weld doublers on both sides of the column to both flanges.

The stiffeners at the column web need to be cut and welded to the doublers by the **Cut of the plate** manufacturing operation.

Repeat the cut of the plate to connect all four stiffeners to the doublers.

All design actions are done now, run **Calculate **in the **Check **tab. You can see that all components (like welds and bolts) passed the code-check. The plastic strain of the dissipative item plates does not influence overall results.

The occurrence of the plastic hinge can be explored if the **Plastic strain**.

The plastic hinge appeared at the expected location, and this joint passed the checks required by the capacity design.

For a better understanding of the results, see the Theoretical Background.

## 4 Report

At last, you can review the **Report**. IDEA StatiCa offers a fully customizable report to print out or save in an editable format.

You have performed a capacity design check of a structural steel joint according to Eurocode (EN).