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Thanks a lot JoshPlum. I have got your point. It was great help. Specially the reference "Unified Design of Extended End-Plate Moment Connections".

Hi, I am trying to determine the column strength connected to a beam with end plate moment connection as per the AISC Design Guide - 13. But this design guide offers the equation for calculating "bs" only for two cases - 1. Four Bolt Unstiffened Extended End Plate Connection. 2. Eight Bolt (4+4)...

Hi, I came to understand the yield line calculation from rhollman's post well. Can anybody help me understand where is the term -1/2 (red boxed in attached image) is coming in the table 4-2 in AISC design guide 13. I can not perform the calculation for yield line for the unstiffened bolts ...

Is it not possible to do so? If not can anybody clarify?

Is there any way that i can model and properly design a Z purlin in Staad pro using AISI ? Roof Slope = 1/10 No. of Bays = 6 @ 6000 mm Purlin Spacing = 1200 mm Lap Length = 375X2 = 700 Purlin Section 200Z2.0 = 200X65X25X2.0 (no problem choosing from American Cold formed steel. Top flange braced...

Thanks. It has been a great help. Arefin

Now i get it. It would be great help if u could specify the where to look at in Commentary. I went through Chapter J but could not find the part where it is discussed. Thanks in Advance. Arefin

Thanks a lot for your assistance throughout. Arefin

Dear All, please check the attachment as i have marked in red the last point of the limitations mentioned for the table 10-9 in AISC 13 constructional manual. By the side i have also attached the section where the boxed are left blank for the cases mentioned above. Can u please help me...

Dear Kootk Thanks a lot for your detailed reply. I was out of internet connection so i have been a bit late answering. For Case-01 my question was if a bolt is spaced same distance away from both flange and web or placed in a manner or considered to be placed in a manner that both web and...

Dear Sir, Recently i have gone through the AISC DESIGN GUIDE -01 (2nd Edition) for column base plate and anchor rod design. I have some quarries on it. To simplify i want to mention that i am only working with a column base with uplift force. If u see the JPG file attached below u can find the...

its not about the minimum plate thickness. Its about width to thickness ratio. As per AISC i can find compact non compact and slender elements. One more thing. Which is plate girders. If my section elements are slender its strength is reduced as per code. But it does not restrict thickness...

"I also feel web and flange plates are too slender as per your rules of thumb." Then it will be considered as slender section element and designed that way. Isn't it?? "These structures may land in deep trouble with long-term durability problem after a time, mainly in highly corrosive and...

thanks hokie for your quick response. Please post if u find out anything handy. Arefin

Dear Hokie , Thanks for your assistance. I was just looking for general specs on this regards. Any specific code reference or manual. I am working as the design engineer in a PEB farm. i am from Bangladesh. We use ASTM A572 50 grade steel plates. Now for designing built up plates my previous...

thanks for the reply. But it is not possible to weld a very thin plate with a heavy one as my fabricators say that. So is there any spec or guideline by any codes ? It will be a great help if anyone can help on this issue. Thanks Arefin

Dear Sir, Can anybody please help me finding a guideline on plate thickness difference limitations for a welded connections. Such as can i weld a I Beam W.400X6 F.200X8 with a 50 mm thick end plate?? Or can i make a I beam with 5 mm thick web and 24 mm thick flange plates? Thanks Arefin

thanks a lot. It was helpful.

Hello Dear, While defining a diaphragm in staad pro by master slave node what does the master node stands for ? How to choose the master node? i am using a zx slave under the master node. But the position of master node showing no effect in the lateral deflection pattern. Thanks Arefin

Thanks a lot sir. clear as crystal. I was thinking about the full bolt length. actually it is the plates that it is supported between.