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Yes you are correct, thanks for pointing this out. What we probably should have said is that typically this is 20mm + at least the minimum edge distance being 1.5*bolt dia. However, this module as default uses the recommended edge distance values from Table 2.2.4 of the design of structural steel hollow section connections (Blue) book. For M20 bolts this is 35mm, which means 20+35=55mm.

One method might be to apply a similar approach to the end plate design module (th-cam.com/video/W8vX2a8LLxU/w-d-xo.html) for bolt force and plate moment. Your bolt force would be M*/lever arm (often distance from tension bolt to compression side of column) * prying action as required. Your plate moment would be bolt N* * distance from bolt to face of column/ 2 (due to double moment curvature). The Green book outlined in the end plate video linked explains a bit about this approach in its appendix I believe. For bolt capacity you might look at capacity tables for products such as Chemset

The wind modules determines the ultimate wind pressure without shape factor coefficients applied. Depending on the kind of element you are designing, some of the modules have inputs to deal with these coefficients. For example the purlins and girts have inputs/options for Ka, Kce, Kci & Kl. Where there are no inputs you will need to manually apply them yourself. Vdes,θ for each cardinal direction (as per Cl 2.3) is shown in the design wind data table in the Wind Analysis module (which was shown in this video).

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Can you please explain further on what you mean? It is hard to have a constructive discussion that benefits the engineering community if you remain anonymous and do not elaborate on why you think something is completely wrong.

Rotation of the footing occurs at the bottom right/left corner, so the Hx (which is applied at the top of the footing) will result in an additional overturning/restoring moment based on the depth of the footing as the lever arm.

Good question. For standard construction houses that are no more than 8.5m high, earthquake action doesn't typically need to be considered. Refer to Appendix A1 of 1170.4 for details on this.

@@StructuralToolkit Thank you for your explanation.☺

Hi Tom, good question. The local pressure factor kl relates to members that directly support cladding, so typically you wouldn't apply it to the force transferred to the top of the post. If you think it should be included in your design, then you can incorporate it into your design P* value.

You can email or call our support team if you have any questions about Structural Toolkit (contact details on our website)

Plenty more to come. It's done with BricsCAD.

The sleeper wall itself is assumed to be drained, so the design does not allow any water pressure. If you are referring to the soil parameters around the footing, then you can set them yourself to be their drained versions if your site conditions require it.

Hi Kahuna, thanks for your response. We'll look into the possibility of these.

Thanks for your comment. As updated modules often include code changes that may affect the design, it is important that each design is reviewed after being updated. The orange text is intended to at a glance show that a design uses an older module version, feel free to let us know how you would prefer to see it.

Structural Toolkit is Australian based and so uses the metric system

The point load values comes from the reaction of an already designed roof beam (RB1). We show how to add a reaction from another beam at 6:00.

Good question. In the case of cohesionless design (where footing cf = 0), the internal angle of friction (phi) input to the left is also used for the footing design - so alter that input as needed.

@@StructuralToolkit Ok thanks for replying. Often we have a different material behind the wall to what the footing is embedded in. In future updates to the module, could you please consider having a different fi value for each?

@@julianamcgrath2676 Thanks for the suggestion. We will look to add this to a future update.

Hi Ahmad, you'll need to upgrade to a cloud license in order to use it. Get in contact with our support team and we can help you with this.

Hi o p, please contact our support team so we can help you with your problem. This sounds similar to a freezing issue that occurred a few years back due to a Microsoft update - which we resolved in a subsequent program update. Updating to the latest version of the program should resolve this.

Might be something we will cover in a future video. You can either use the T lintel module, or create a custom T section and import it into a beam design - have a look at our custom section video for this (th-cam.com/video/GNg-GQGJw7w/w-d-xo.html).

Certainly something we'd like to cover in the future.

No plans currently.