January 24, 2024


Moment connections between W-beams and HSS-columns include the consideration of multiple limit states for both shear and moment design. This document shows a step-by-step HSS moment connection example using ASDIP STEEL software.

HSS Moment Connection Example

As an example, consider the W14x34 beam connecting to the HSS10x10x3/8 column shown below. The unfactored beam reactions include DL, LL, and WL. Design and optimize the moment connection per the AISC 360 provisions.


HSS Moment Connection Example Input

Enter the information given in the statement of the example. Go to the Geometry tab and select Flange-Plated moment connection type. Click on the Support tab and select the column type as HSS-Column, then select the column size from the steel sections database. Go to the Beam tab and select the beam size W14x34 from the database. The shear connector can be a double-angle or a shear plate. Let's select a shear plate for this example.

Go to the Flange Plate tab and enter the flange plate dimensions as 6.5" x 3/4". This will ensure that the plate width <= beam width. The flange plates will be bolted to the beam. Go to the Shear Plate tab and enter the dimensions of the shear plate, in this case plate width = 4" and thickness = 3/8". Finally go to the Bolts tab and specify the number of bolt rows as 4.

Use the Materials tab to enter the material properties for the different components. In this case use Fy = 50 ksi for the beam and plates. Bolts will be 3/4" A325 bolts. Finally, go to the Loads tab and enter the unfactored beam reactions given in the statement of the example.


HSS Moment Connection Example Output

The At-a-Glance tab shows a summary of the design for a quick overview of your work as you go. The green check marks indicate that the checks passed. The Condensed tab shows a condensed set of calculations with the most important information grouped by topic for a more in-depth check. The Detailed tab shows a step-by step detailed set of calculations with exposed formulas and references to the design code.

In this example, the limit state of Bolt Shear Rupture controls the shear capacity of the connection as 71.3 kip considering 4 rows of bolts and 0" eccentricity. The maximum factored combined vertical load is 60.0 kip. On the other hand, the limit state of HSS Column Punching Shear controls the moment capacity of this connection as 95.7 k-ft considering a column HSS10x10x1/2". The maximum factored combined moment is 68.0 k-ft, therefore the connection is OK The screenshot above shows the limit states and the load combinations for this example.

In addition to the calculation of all the applicable limit states, the program performs multiple design checks required by the code, and it check for any geometric constraints. All the design checks pass with the selected connection; therefore, the design is adequate as shown below.



ASDIP STEEL includes the design of HSS Moment Connections, with multiple options to model and optimize the design easily. This HSS moment connection example shows that the design can be completed and optimized using ASDIP STEEL in minutes.

For our collection of blog posts about structural steel design please visit Steel Design.

Detailed information is available about this structural engineering software by visiting ASDIP STEEL. You are invited to download the Free 15-day Software Trial, or go ahead and Place your Order.

Best regards,

Javier Encinas, PE

ASDIP Structural Software

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