Recent content by SALTRAM4567777

Please read my original post. This is being done by the specialist.

This is the column resting on the pin. The roof system is truss system connected with columns.

Hi Everone! A specialist is designing a 140m clear span truss for Hangar with a pure pin base connection, featuring a 160mm diameter pin. The columns are resting in this pin on both sies. Given the enormous loads, I'd appreciate feedback from anyone with experience on similar heavy connections.

The documents cannot be accessed.

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.