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By Skelly · Posted
Hi, i was wondering could anyone give me some guidance on calculating wind acceleration and tall buildings response to it based on stiffness, along with human occupancy permissible frequency etc. For use with the eurocodes or even give me the name of any good literature with examples etc. That they may know off, as i cant seem to find that much on the topic, especially to eurocode. If anone can help it would be appreciated. Rgds, S. -
By Gurudev · Posted
Hello forum, Please share your opinion about below practical condition: For beam to column connections, see image in below link https://www.steelconstruction.info/File:C19-08.png Beam 1: beams connected to column flange Beam 2: Beam connected to column web I have to weld a beam (beam 2) directly to column web (without using tapered short plate stub connected to web, since whole structure can be fabricated in shop) and also use full depth stiffeners to column flanges to satisfy the effective width requirement (effective width < width of beam flange) wrt beam 1. So can I position the flange full depth stiffeners offset to the flange i.e., above the flange of the beam connected to column web (beam 2)? Also if i weld the same stiffener to beam 2 flange (weld run perpendicular to beam axis i.e., transverse weld), can i treat it as rigid joint for both beam 1 & beam 2? Any comments will be appreciated. -
By umaralam53@gmail.com · Posted
Hi Where can I find out how to design a double notched beam in a fin plate connection against LT. I have been going through SCI P358 (Design of simple joints to Euro-code 3), however all I am given is an elusive reference 17 in section 5.12, can't seem to find this reference. (SC1 P358 refers to it in page 126, first bullet point). Would it be possible to just design the Web against LTB as a simple rectangular plate using the approach given in the following link http://www.newsteelconstruction.com/wp/wp-content/uploads/TechPaper/AD391.pdf Thanks -
By user277418 · Posted
Hi When hollow core units (HCU) clamped by top and bottom precast walls, negative bending moments occur at supports of HCU. This negative moments should create out of plane bending moments in the walls. Due to cracking of the HCU, the bending moments in the walls should reduce. But I can not find any information about quantity of the reduction. Is there any books, guides, technical reports etc. for calculation or with information about the quantity of such additional moments in walls? Best regards -
By kevinmanuel · Posted
HI, I am fresher in the field of structural consultancy services. I just came back home after completing my M TECH(structures) due to some family concerns, so i registered my name in nagar nigam hq Raipur. Luckily i got a project to design RCC road over bridge. Please can any one guide me in designing the structure. It will be helpul if anyone can send me some refernce excel sheet or staad file for designing the RCC road over bridge. Also IS code names. please help I did not find the right solution from the internet. References: https://www.sefindia.org/forum/viewtopic.php?t=9460 Motion graphics video animation company
Thanks
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