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Thabks for your responses. "Could you please clarify the location of Section 3 S3.1 in the drawings? I believe the dotted line extending from the ridge to the eave indicates the strapping arrangement shoen in thst section, which ultimately connects to a truss at the ridge. Please confirm.

Since we cannot take any advantage of the Standing Seam. Can anyone suggest some discrete bracing arrangement that we can give for the purlins.

We are using Z Purlins with 200mm Depth spanning 7.5m

The AISI requires Base test method to be done to arrive at R value for Stsnding Seam. Plus the client wants it to be designed as unrestrained.

"Hello everyone, I'm reviewing a design featuring purlins supporting a standing seam roof. Since the purlins are unrestrained the top as well as bottom flange, I need to design for both gravity and wind uplift loads. To prevent lateral-torsional buckling (LTB), I want to implement a bridging...

Can you please share the link to that?

I have a 1.5m deep beam with an unrestrained top flange at the supports. You suggested adding a stiffener to restrain the top flange will suffice. Do I still need to make the square root term equal to 1 to account for lateral-torsional buckling resistance, or is the stiffener alone sufficient...

@KootK This will be new structural assembly. How stiffeners at Supports will stabilize the Top flange.Its a uniform load on top flange. @ RattlinBog Yes I also studied this. Code tells to provide stiffeners at ends and not at Supports. How these will help to stabilize the Top flange. I am...

Thanks for your response. However, this will require manual calculations every time to modify the moment resistance for LTB since the K factor is not in the equation.

I have a propped cantilever beam. The total length of the beam is 15m with a 4m overhang. At the two supports its is bearing on the concrete columns with bottom flange bolts. The beam is totally unrestrained. To my question, AISC provides no K factor for LTB. Since at the suports my top flange...

Is it the tension flange that initiates the instability in Cantilever beams. As for a SS beams it is the compression flange that initiates it. How a tension flange buckles.

In Cantilever beams, the tension flange is typically braced to prevent Lateral-Torsional Buckling (LTB), unlike Simply Supported (SS) beams where compressiom flange is braced to prevent LTB. LTB occurs when the conpression flange laterally deflects and whole section twists. How in Cantilever...

@ Smoulder To confirm, my question was specifically about the steel beam's deflection. I now understand that if the camber is hypothetically downward, I should indeed add it to the theoretical deflection of the steel beam as calculated by the analysis model. This validates my initial assumption...

I'm in the initial stages of my career, and a specialist is handling this task. The concrete's self-weight is 4.5 kN/m², while the remaining 25 kN/m² load is due to uniformly distributed racking loads which will come after slab has set. I'm assuming a downward camber to explore a hypothetical...

@Josh My understanding is same as what you have written above and explained. Maybe I am not able to explain. My question as mentioned in the beggining of the thread and I want a straightforward answer from you. My beam is non composite and with the natural mill camber erected in downward...

We have a mezzanine floor within a warehouse that will support heavy racking loads, which will be operated by a robotic system. The robotics supplier has specified a stringent deflection criteria, requiring that the floor deflection not exceed 10mm at any point. This is crucial for the smooth...

Site teams prefer levelled concrete, but casting concrete to match a cambered beam shape is challenging. To address this, I'm considering providing a natural mill camber downwards to the beam. Here's my logic: - By providing a natural camber downwards, I would gain an additional 6mm of concrete...

As I cannot have the natural mill camber upwards as it will be difficult to maintain uniform concrete thickness above as I need flatness of slab and uniform thickness or more. I checked with fabricator he specified natural camber of 6mm for my case. In my design software, my deflection for...

Dear Members, 1. Will curving a beam have the same effect as cambering a beam in terms of achieving the desired structural performance and deflection characteristics? 2. When calculating the elastic deflection of a steel beam with a natural mill camber of 10mm due to fabrication tolerances...