This is likely correct. Deformation generally constitutes a servicability limit state for the structure and these are generally down to the client requirements, but your local codes may impose upper limits that apply to all projects.
Just thought I'd throw something in - are you planning to hot-dip galvanise this beam? Ignore this comment if not, but if you are then the detail of welding the battens to top top and bottom flanges of the channels is not a particularly good one. Moisture can get trapped in there and get...
Hi guys, sorry for not responding earlier my email notifications were going to junk for some reason.
I guess water entry is a possibility, there are some weird connections at the top of the columns and it's possible a weld or two is missing or incomplete, leaving some space for water to get in...
Thanks for the input, guys. Yes, I agree that this doesn't seem to concerning and it doesn't look like anything is buckling. I think the column is rotating a little and it gives the impression that it is bulging - I think I'll go back on site with a nice long straight edge and have a look...
Hi guys, just wondering what you make of this concrete-filled tube that we found during a frame inspection. It looks like all the side of the column are bulging - indeed it looks like the concrete socle at the base is restraining the deformation which is why some concrete is spalling off. At the...
Thanks for the replies, everyone. And yes, I think you have confirmed my suspicions that I should just condense these double supports into singles, as jayrod said there is likely enough give in the joints that the loads are shared. JoshPlum, I agree that if I could put in some springs instead of...
Hi everyone,
I am checking a steel crane beam in an old theater. It is about 21m long and is supported in 3 intermediate points for 4 continuous spans of approx 5m. It is connected at these points to perpendicularly spanning concrete beams by way of channel sections, welded vertically to the...
I am detailing a portal frame that has HEB260 columns and IPE600 rafters. I am trying to detail the proper restraint to the columns at the level of the base of the haunch. I am using SCI documents P397, P399, and P252 (which all pertain to portal frame design) as references but I have some...
It's just been replaced with Profis Engineering (profisengineering.hilti.com), it is still free for the basic version which appears to have the same functionality as the old version of Profis.
I would say that welding washers down over the anchors after installation is best, also means that you can leave nice big holes in the plates for installation tolerances. Just have to be careful with any shear loads that might be incident during construction (i.e. before they've managed to weld...
Hi guys,
I have a beam that is installed already but needs to have the flanges on one side of a 500mm long section of it removed to make room for a pipe. I am using SCIA Engineer FEM package and I would like to check that there are no adverse buckling effects etc from this flange removal...
Here is the same requirement lifted from the Eurocode (EN 1992-1-1):
§7.3.3 states the following:
However, 7.3.1(3) states:
So if you have problems with shrinkage cracks then you might need to add more steel as hokie says. But there is no "rule of thumb" for calculating such...
Not really sure what you're asking, but if it's to do with the angle of stirrups in RC members then the equations for shear resistance (crushing of concrete struts, and yielding of shear reinforcement) take into account the angle of the links:
You could check these documents out for advice, they pertain to galvanised rebar but the advice should apply mostly to your case.
https://galvanizeit.org/uploads/publications/Galvanized_Rebar_Concrete_Investment.pdf...
Well I sections are generally used for portal frame design since wind loading is pretty dominant and you need the section depth to resist the large in-plane bending moments. LTB of the columns and rafters becomes a problem with these sections so restraint is usually provided by the roof purlins...
I think you can just use the equations for resistances of T-stubs? SCI document P398 (which provides an easier to read summary of EN 1993-1-8) covers this in detail and provides illustrations. You can check for all 3 modes of failure: Flange yielding, bolt + flange failure, and bolt failure. If...
The strength of a full penetration butt weld is that of the weaker connected member, provided the properties of the consumable are better than those of the parent material. Refer to §4.7.1 of EN 1993-1-8 if you have access to Eurocodes.
