Search results for query: *

To Whom It May Concern, Does anybody have a design example that they can refer me to for designing web doubler plates and their welds for a steel beam? I can't find any examples particularly for how to size the welds in AISC's design examples or elsewhere. Any help would be appreciated! Best...

Good morning, Would someone please advise what flexural unbraced length should be used for a cantilevered wide-flange beam; should it be just the cantilever dimension or twice the cantilever dimension? Thank you! jochav5280

Hello JStephen, It appears the structure that you described does not have any bracing, which is a situation that I would agree wouldn't generate much thermal shears at the foundation; however, when bracing is added, which is common for our industrial structures, the thermal...

Hello calvinandhobbes10, Usually, I'm describing just a multi-story x-braced frame...I hope you can visualize that without a sketch, but let me know if you still need one. With X-braced frames, the braces connect at the base plate of the column, so when the braces expand or contract from...

Thank you calvinandhobbes10, Agreed. Most of our structures sit on a single mat foundation, so there is not flexibility within the foundation to absorb thermal effects. I've had some very large and long braces that have developed much higher loads than you had even mentioned based on an...

Thank you structSU10, I'm not sure that's the right approach as what we're after is determining how much the foundation will expand/contract in order to determine how much of the structures expansion/contraction will actually be restrained and therefore induce thermal loads into the foundation...

Thank you SAIL3, I agree with you, but what do I do with you statement? How would I approach justifying reducing the thermal loads that result from an assumed rigid support? Best regards, jochav5280

Does anyone have any thoughts here?

Thank you wannabeSE, that was my understanding as well. Best regards, jochav5280

Hello JBONE1234, Welcome! This has been a great resource for me. As this was my original post, I saw your follow-up question and brought it to our senior engineers. We're all in agreement that your original calculated Fp shall be within the max/min indicated in Section 13.3.1; after that...

Good afternoon, How are other engineers considering foundation loads generated by exposed structural steel structures subjected to temperature loads? Usually the foundation supports are modeled as rigid pin supports in my office, which can produce tremendous foundation loads due to thermal...

Thank you for your responses. MotorCity, I get the same responses from my colleagues, yet many of them don't know how to check these requirements. We use STAAD.Pro and to my knowledge, it doesn't perform any check in this regard. Is there a program that you know of that does? Trying to glean...

Good day, When designing columns & beams, we must determine what the un-braced lengths are for flexure and compression. AISC has specific strength and stiffness requirements that must be observed. My question is how are engineers actually checking verifying that their braces are strong and...

Thanks MotorCity, I still have a remaining question. Namely, the equipment and its anchorage are to be designed to resist the seismic forces determined in Chapter 15 of ASCE 7-10, but the building supporting the equipment shall be designed for the seismic forces indicated in Chapter 12 of ASCE...

Hello jayrod12, Ah, yes, that sounds very painful! We had difficulty with our situation too, even thought the engineering came first. The problem was that our connection engineer considered all of the connections independently of one another, so when it came time for our detailer to...

Thank you for your responses, JoshPlum, your process seems reasonable, yet I can't get any by in from AISC on what to do; it appears that there hasn't been any testing on these connection types. I design industrial structures and in most cases, we are unable to use concrete floors to form our...

Thank you jayrod12, My experience in our last few projects is that our detailer's connection engineer took our information, engineered the connections and passed their summary onto the detailer for detailing, so it seems things are different in your area. Thanks again, jochav5280

Good Day! I design industrial buildings and have been asked whether or not our equipment suppliers need to report their ASCE 7-10 seismic loads to us for designing our structures. My understanding is that they are to use ASCE's equipment seismic load section for designing the equipment...

Thank you Gents, I appreciate your responses! In regards to calculating Transfer Forces, could any of you please describe how you accomplish this? Do you use a spreadsheet to calculate the transfer force for each load combination in order to find the worst force to report on your drawings...

Good Day! I would greatly appreciate if you could provide me with some help in identifying the best practices for reporting steel connections loads to a connection engineer. On our most recent project, simplifying/shortcut methods such as 50% UDL was used for determining the required shear...