The footing is quite large - approximately 3.5 m maximum width.
I actually practice in the UK, though I am originally from Lima. I have spoken to a UK engineer in the office also but he is unsure and hadn't encountered this previously.
I have recently started on a project involving the refurbishment of an existing building. We have carried out some localised trial pitting to determine the existing foundations. One of the column bases appears to irregularly shaped (approximately hexagonal) - is this a likely indicator that the...
I have an issue on a job I'm working on where it is proposed to increase the loads on the structure. I have assessed the capacity of the existing beams (recent steelwork, Grade S275) and one of the beams is failing by approx. 8%. The architect is not amenable to the use of flange plates to...
Thank you for your helpful replies so far. The arrangement I am now considering consists of tapered cover plates welded to the column web and both column flanges. The cover plates are also welded to the beam flanges. The cover plate is 25 mm thick which is thicker than the beam flange (17.3 mm)...
I am designing a fully welded beam to column connection where a 0.5 m section of beam is welded to the web of the column in the shop. The width of the beam is considerably less than the depth of the column. On site, the beam section is to be connected to the remainder of the beam using a splice...
Thanks for the link. Very interesting. I'd be interested to know why they designed the node connecting the main diagrid members as a moment connection. Surely a pinned connection (e.g 30 St. Mary Axe) would have been much simpler to construct
Does anyone have any good information nodal connections for Diagrid structures? In particular I am curious about the connection design of the Hearst Tower NYC. Were the nodal connections designed as rigid or pinned?
