Hi,
I have a very good FE package that designs to Eurocode head code or using several different National Annexes…except now for the country I’ve landed a project in!
In reality I know there’s not enough difference between the annex values to make or break anything. But to be compliant, as I’m...
Hi,
I’m looking for some typical details on TT slabs, they’re not overly popular in my part of the world. Anyone have some good references? Bearing details, connection details, tie detsils etc?
Many thanks
Hi there,
I was active on this forum for years.. One of my last threads on this forum was about getting out of engineering altogether..
I have worked in the industry for some time. I’ve designed some crazy shit other engineers shy’d away from and have worked in many corners of the work. I have...
I have a 3 storey RC frame, flat slab on columns, with infill masonry partition walls. The walls are non load bearing. The frame will be completed first and then the walls built within.
The architect wants the top of the walls grouted tight to the slab for fire/sound proofing reasons.
On one...
Saw this on the Reddit structural engineering forum.
Has anyone ever seen anything like this? Apparently its been built now.. Can’t say I’ll be copying the detail anytime soon!
Hi,
I have a flat slab structure. Its internal so no great temperature variation. How far do you normally push it before you introduce a movement joint? Any good reference documents?
The pandemic has given me a change of perspective and a change of life priorities. That, in conjunction with engineer’s anxiety and sleepless nights sweating over calculations has me questioning whether or not I want to do this for the rest of my life.
Has anyone else experienced this?
What...
Typically in a steel frame (data centre in this case) I would have top of pad foundations anywhere from 450mm to max 600mm below slab level.
In this case I have someone telling me they want top of pad 1m below slab level, which is killing my column effective lengths.
What are you guys...
I have a roof with a 10 degree pitch. The client now wants it done in concrete filled metal deck supported on steel beams. That’s no problem. I’m wondering though is there anything stopping me going composite here given that its sloped? I feel like I should be considering some effect but can’t...
Hi,
I have an existing data centre which has never had a raised access floor. The imposed load - 20kN/m sq, has always been applied directly to the floor slab. The floor slab comprises a concrete filled profiled composite metal deck.
The client is changing their cooling strategy and will now...
Hi,
I guess I’m thinking about this incorrectly. But looking at the tension chord in the roof support member below, why does it not want to ‘guitar string’ itself and flip - if that makes sense?
To justify this I’m assuming the verticals need to be cantilevered down from the horizontal...
Hi there,
I’m looking at a hit and miss portal frame as you see below and I need to calculate the stiffness of the beam spanning between points 1 & 2 to input into the frame design software.
The stiffness is to be input as kNm/rad - and my old statics teacher would kill me if he’d seen me...
Everywhere we turn now the carbon footprint and environmental consequences of everything are being considered.
Obviously when it comes to buildings, the most environmentally friendly thing to do is simply not build it. However, since we’ve got to build things, surely the most environmentally...
I see this proposed at 457m tall in Manhattan..
With sway problems already apparent in some of the supertalls.. lifts not working in the wind, creaking noises, bath tubs sloshing around.. why would anyone want the hassle of designing this?!
As simple as it gets.. we see it every day of the week.. But there’s never any connection between the blockwork and the beam’s topflange to transfer lateral wind load from wall panel to beam.
With hollowblock you could easily have rebar welded and concrete filled cores. But not with solid block...
Hi guys,
For a rooftop carpark, would you typically consider carpark imposed load + snow + wind all acting simultaneously? It seems somewhat conservative but it is a potential likely scenario I guess.
Any experience/thoughts?
Thanks
Hi,
An architect is looking to use 2.8m long 100x50 Double angle’s back to back as slender columns to support a lightweight canopy. The loads are very light to be fair - but every bit of software I have says this is beyond scope of the particular software which has me wary..
Before I delve...
An architect is looking to remove the back wall of a house (6.8m span). Normally I do this in steel and limit dead + live deflections to L/360 to prevent excessive cracking in the masonry wall.
In this case the architect is looking to use an in situ concrete beam and the brick wall is 400mm...
As much as this image looks like CGI, its not. Its just opened in London and appears to be made of 200mm thick acrylic. The span is about 14m and it consists of a 200mm thick acrylic slab spanning between upstand beams. These beams are 200mm thick acrylic x 3.3m high!
I’m still unsure as to...
Obviously Covid has restricted people’s ability to meet. But regardless, how are you guys generally getting new clients? Most of the really nice work up my way is sewn up by the same group of big boy consultants who are best buddies with the developers. Its impossible to even get a look in! Word...
