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What example are you wondering about specifically? The units are included for the Example Calculations shown at 4:41. Nominal stress is in ksi (kips/in²) and strength is in kips, although, other units would also work for the formulas shown as long as you are consistent.

I appreciate the comment.

The strength of each individual bolt is the minimum of its bearing, tearout, and shear strengths (including safety factors), so you must make sure that this exceeds the applied shear force. An example connection with 3 bolts is discussed in the video at 6:12. The applied load cannot exceed 62 kips. (This is just considering the bolts, so the actual connection strength may be lower when you consider the other limit states.)

@@StructuralCentral do you have a structural private courses?

Sorry, but I don't offer anything like that. University programs are where you can get a broad understanding of the structural engineering field. Here's also a great list of books and resources for each of the common structure types. www.eng-tips.com/faqs.cfm?fid=2189

@@StructuralCentral Thank you , i appreciate it

You're welcome. You can also subscribe too if you'd like to see more videos in the future :-)

I agree that using animations is the best way to clearly demonstrate complicated topics. There are currently five Structural Central videos, but more will be added in the future so remember to subscribe.

Thanks for watching! Subscribe to see more structural engineering videos in the future.

That's a great suggestion! It's already on a list of potential future videos along with a video about prying action force on bolts.

You're welcome! There's multiple possible configurations for connections with cap plates so I can't really make a general comment about their design. Is there something that you were specifically wondering about?

Haha, I can see that. I'm glad this structural engineering video could give you some nostalgia!

¡De nada! Me alegra que te haya gustado. ¡Saludos!

You're welcome! I'm glad you found it to be useful.

Determining the soil pressures and stability of an embedded pole is a subject that is both interesting and complex, so it would be a good topic to make a video about. I'll keep that idea in mind. Thanks for the suggestion!

That was very thoughtful and kind. I look forward to continuing to help others gain a deeper understanding of structural engineering in a simple, clear way.

That's great! Best of luck to you :-)

Thanks for the kind comment! Additional videos are planned, but more focus is currently being given to improving www.structuralcentral.com.

I'm glad could offer you a different perspective! You can watch all of the other Structural Central videos by checking out this playlist: ruclips.net/p/PL1FuGlk3r9cSAOkPoh0p-sjDrmmpICqev

You can also subscribe so that you don't miss any future videos!

I can confirm that for fillet welds, when the load is being applied normal to one of the steel plates (like as shown at 0:40), the fillet welds still use the Shear section from Table J2.5, so the calculation should not change. You likely can also use the 1.5 directional strength increase factor since the weld axis is 90 degrees from the applied load direction. (AISC 360-22 now limits this to 1.0 for fillet welds at the ends of rectangular HSS loaded in tension.) You're on your own for determining if that's a good way to patch up a leaking pipe, though ;-)

Thanks for the comment! I'm glad you found it to be helpful.

Understanding the intricacies of simulating wind and snow dynamics is no small feat. Wishing you the best in your endeavors as you navigate this complex analytical terrain!

@@StructuralCentral I should like to express immediately my deep gratitude to yours support and helpful sugestions which intrigated me before and contributed increasing this topic. Snowdrift and snow deposition have always been major problems and it will be. Numerical simulation of snowdrift with aspects on snowdrift experiments and process need to consider the diffusion theory and The finite - volumen solution as snow represents phase. Like you have said it is quite task to find solution or a further approach to the basic drift-snowflux rutine as well as investigation into complex geometry of the simulation where the snow will deposit, not as a exact quantity calculation. Mixture density, velocity, dispersed phese mass conversation, i.c. is BIG TOPIC and I am so truly delighted to give me INPUT BEFORE ONE YEAR. Yours topic is brilliant for researching energy efficiency in the enviroment also with quantum dinamics. I wish you all the best in further topics and "snowing", as well, again THANKS. 😊

I'm glad you found the information to be clear and useful!

Thanks for watching!

There are special considerations that are unique to the design of aluminum welded connections. In Chapter 20 of the 2021 International Building Code (IBC), they direct you to the 2020 Aluminum Design Manual for the strength of aluminum used for structural purposes in buildings and structures. You may also be able to find some information about welding aluminum in American Welding Society (AWS) D1.2, Structural Welding Code - Aluminum. I hope this helps!

Haha, we'll have to talk to AISC about adding in a 1.99 Sh factor to Fnw whenever you're the welder. I'm pretty sure, though, that you'd end up with more work than you could possibly handle!

Thanks for the suggestion! I always appreciate hearing what people would like to see next. I am planning on making a video about the design of baseplates. Subscribe so you don't miss it :-)

Thank you so much for the kind words!

Thank you so much for the comment!

I'm so glad that this video is relevant to people all around the world!

Thank you! At first glance, many people tend to underestimate the complexity involved in the design of welds.

I don't see anything about the methodology that would preclude you from using it with welds that have different leg sizes. The formulas for Δu, Δm, and R all include "w" so you would just use the applicable fillet weld leg size there. I don't know if testing has ever been performed on weld groups consisting of welds with different leg sizes to confirm that the method is still applicable, though.

You're welcome :-)

You're welcome :-)

Take a look at the "Roof Projections" section of ASCE 7 (Section 7.8 in ASCE 7-16). Projections on the roof get designed as windward drifts (0.75 factor on hd) using the length of the roof upwind or downwind of the projection. Also, note that for projections less than 15 feet long, drift loads are not required. Hope this helps!

​@@StructuralCentral Thank you, I will take a look now. Much appreciated

I'm not sure exactly what roof geometry you're referring to when you say "multi span roofs", but I can point you to some cases that require special attention. If your roof surface is supported by continuous, multi-span beams, you'll need to consider multiple load patterns with full and partial loading on different spans per ASCE 7-16, Section 7.5.1. If your roof consists of different slopes that merge together, then the sections on Multiple Folded Plate, Sawtooth, and Barrel Vault Roofs may apply. (You can do a Google Image search for these terms to see exactly what they are.) Section 7.4.4 requires you to use Cs = 1.0 and Section 7.6.3 requires you to use unbalanced snow loads with higher loads in the valleys and lower loads in the ridges. I hope that this helps!

@@StructuralCentral First of all, thank you for answering my question. I'm sorry for my bad english. The roof type I mentioned is referred to as "Multi span roof" on page 24 of EN 1991-1-3 in Eurocode. there is also this type of roof at the bottom of page 33. How should the snow load calculation of the roof type formed by combining two or more roofs like this be done side by side? Snow will accumulate at the junction of the two roofs due to snow drift and how should this be calculated? thanks

The Eurocode examples of "multi span roofs" that you mentioned appear to be referring to the same thing that ASCE 7-16 calls "sawtooth roofs". Take a look at ASCE 7-16, Figure 7.6-3 to see the design load cases. They account for the additional snow that accumulates in the valleys.

@@StructuralCentral Thank you so much 🙏

Great! Always happy to help.

I'm glad you found the explanation to be clear since there's a lot of steps to determining all of the weld stresses, especially when it comes to the Instantaneous Center of Rotation Method.

The threads do not affect the bearing strength of the bolted connection (ΦRn = Φ C d t Fu). You get to use the same value for the bolt diameter, d, regardless of where the threads end up in the joint. AISC 360-16, Commentary Section J3.10 states: "...the same bearing value applies to all joints assembled by bolts, regardless of fastener shear strength or the presence or absence of threads in the bearing area." The thread location only affects the bolt shear strength (ΦRn = Φ Fnv Ab). When the threads are located at the shear plane, the value for Fnv that you get from Table J3.2 of AISC 360 has a 0.8 factor built into it to account for the reduced cross section. (Fnv for Group A, A325 bolts is 68 ksi when threads are excluded from shear planes instead of 54 ksi when threads are NOT excluded from shear planes.)

@@StructuralCentral Thank you very much for your detailed explanation.

It is not possible to determine if the reduced spacing will be acceptable with the information that you have provided. It's necessary to know the magnitude and location of the load from the cable tray, the bolt size and material, the channel size and material, and the details about how the bolt is anchored into the concrete wall. Decreasing the spacing between the bolts will result in increased reactions, thus decreased load carrying capacity. I recommend you hire a local structural engineer to answer your question. Best of luck to you!

@@StructuralCentral The cable trays are supported on hangers and this c channel is used as a additional rest

Check out the commentary for Section J3.6 of AISC 360-16. The paragraph right after they show Equation C-J3-4 discusses everything that is shown in the video about determining Fnv. I hope that helps!

You're welcome.

I'm glad it was helpful. More structural engineering videos are on their way!

Thanks for the comment! I'm glad you found the video to be helpful.

That's the plan!

No problem! I'm happy to be able to fill that niche.

@@StructuralCentral I’ll be the first one on the Patreon! Anything to provide future engineering candidates with better study resources. May I suggest collaborating with The Efficient Engineer? They seem to be the only other similar creator. There’s definitely a demand. I hope the channel takes off!

Making the interface simple and straightforward without options hidden in menus was one of the design goals for the software. More calculations are being developed now.

Thanks, I always appreciate suggestions :-)

Thanks for the comment! I hope you find the tools at www.structuralcentral.com to be just as useful.

That's one solution, haha! I think the calculations are easier, though :-)

Thanks! I'm glad you think so.

Thank you so much! Many more videos are planned and are being worked on right now.

@@StructuralCentral Please do some seismic load on structure!

Thanks for the suggestion. It definitely helps to know what topics people are interested in.

Thank you for letting me know you appreciated it!