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)...
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...
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 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...
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
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
hi,
it would be a great help if somebody helps me understanding the following thing,
why tensile yielding is considered as a limiting state when a hot rolled plate is under tensile force where as bolts are only checked for tensile rupture ?
Thanks
Arefin
