Quite an incredible collapse for an RC building (if this is what it is). This couldn't have been a single column failing but the whole ground floor somehow. Very strange.
This seems dodgy as hell but I would also suggest a more conciliatory stance at first. Stop asking yourself how many times they may have done this without you finding out. You only have this single incident to base it on and should not make assumptions (unless there is something you are not...
Also worth noting that in some countries (eg. the UK) a Master's Degree is pretty much essential for any engineering professional qualification (Chartership with the ICE or iStructE).
If you ever want to practise outside of the US, you may have difficulties gaining professional recognition...
An interesting discussion here. Also worth noting that design codes (at least in the UK but I think this is a general principle in most legal jurisdictions) are considered Best Practice / Guidance documents. If the code provisions are not clear for your situation, you should really err on the...
I assume what you have been asked to provide is the empty shell that the lift will be installed in. This can be steel, concrete or even masonry. I suggest the following process:
-get in touch with your client and work out which lift type / supplier they have in mind (if any). Also...how many...
While a few posters above explained this using more elaborate terms, here it goes - just because something looks rusty it is not necessarily unsafe. Detailed examinations are required to assess whether the strength of a structure / element is affected.
Great idea. I am based just North of London.
Job Title:
Civil Design Engineer
Years Experience:
5
Chartered:
No (but almost there)
Location:
Hertfordshire, England.
Industry:
Design Consultancy, Rail
Salary:
£38,000pa
Hours:
37.5pw
Extras:
8% employer pension contribution (with 0...
Not sure why this is a problem really - if you don't want to be involved just ignore the discussions (you can mute the group) and tell your PM that you expect to be contacted via email / telephone if your input is required. WhatsApp is meant to be an informal path of communication anyways...
Theoretically, your initial fillet weld would most likely be fine.
The reason why this detail is not ideal from an engineering perspective is due to welds being susceptible to brittle failure. You would also be at the mercy of the welder - if the weld is not of a good quality it could fail...
I would design this by going back to basic engineering principles, as per BAretired's post. I would also round the thickness of the plate up to the nearest 5mm or so (call that a "simplification" fudge factor).
Fillet welding the sling rod to the underside of the plate is not a great detail...
For once, a topic I actually have some experience in! My 2 cents below. [bigglasses]
The capacity of steel elements at elevated temperatures can be calculated using BS EN 1993-1-2:Structural fire design. The code includes a couple of methods for calculating the capacity and provides necessary...
That is a pretty cool project! I guess everyone is too dazed to respond so...here goes nothing!
Not easy to understand what is going on but, I tend to agree with you.
As there is no apparent vertical bracing in the column plane ALONG the length of your truss, I do not think releasing the...
Fairly new at this structural engineering thing but, as far as I understand it, in order to achieve a FULLY rigid connection in practice, and thus satisfy the assumption as per your design model, you should have both flanges connected substantially to the column (i.e. tension flange of the beam...
Thanks CANPRO.
The relevant general clause from BS EN 1993-1-8 is Cl. 2.7(1):
Where there is eccentricity at intersections, the joints and members should be designed for the
resulting moments and forces, except in the case of particular types of structures where it has been
demonstrated that it...
Hi,
Newbie here so please don't be too harsh!
I am designing some modification to an existing steel truss. Due to the sizes of the structural elements used (welded CHSs), the joints between the braces have have what I believe to be significant eccentricities at the joints with the top / bottom...
The Eurocode is unfortunately lacking when it comes to the design of holding down assemblies, particularly for post installed anchors. What you should be looking at is the European Technical Approval Guideline ETAG 001 - Metal Anchors for Use in Concrete. Hilti Profis (free design software from...
OP - ok, I get what you are trying to do. But, in the SLS combination, do you actually get excessive horizontal drift? I don't quite understand what the worry is here - the deflection shown in your diagram is very small and nothing to worry about.
This is an interesting problem and one I had to research before. I would recommend you have a read through Michel Tournay's report titled Internal Resistance to Corrosion in Steel Hollow Sections (CIDECT 10 B 78/3). You can find the report on google.
In short, internal corrosion of hollow...
Inexperienced structural engineer here but I agree with the concerned people. The proposal to deepen the beams seems a bit...complicated. You would need to achieve a very strong shear connection between the bottom of the existing and the new concrete to ensure the stresses are transferred...
Beginner engineer here but as far as I know, everything we do in the UK (to BS EN 1992) is based on cylinder strength. Hence, BS 8500 would also be using cylinder strength. C30 concrete in BS 8500 should be specified as C30/37.
BS8110 is withdrawn - superseded by BS EN 1992.
