CORE WALL analysis
CORE WALL analysis
(OP)
I have been doing a bit of designs that involve steel and concrete frames as the main resisting systems.
Now, we got a project six-storey reinforced concrete medium commercial building that requires an elevator, which our design team want to include a core-wall (C-shaped) to take care of the 'total' seismic shear(Vt). This way we assume the frames to only carry dead and live load.
A friend in our team will use SAP2000 for analysis but we need to crosscheck the output by approximate manual calculation.
So please help on the following questions:
- Is it safe or a common practice to let the core-wall take all the lateral load while the frames only carry DL+LL?
- can we divide the C-section and analyse as if it were three planar walls where torsional strength is ignored?
- what are the approximate formulas/equations used to roughly determine V(shear), M(moment) and T(torsion)?
Now, we got a project six-storey reinforced concrete medium commercial building that requires an elevator, which our design team want to include a core-wall (C-shaped) to take care of the 'total' seismic shear(Vt). This way we assume the frames to only carry dead and live load.
A friend in our team will use SAP2000 for analysis but we need to crosscheck the output by approximate manual calculation.
So please help on the following questions:
- Is it safe or a common practice to let the core-wall take all the lateral load while the frames only carry DL+LL?
- can we divide the C-section and analyse as if it were three planar walls where torsional strength is ignored?
- what are the approximate formulas/equations used to roughly determine V(shear), M(moment) and T(torsion)?
RE: CORE WALL analysis
No you cannot separate walls like that, if they are built integrally they must be analysed integrally for all concurrent loading (potentially from both orthogonal directions simultaneously as required by your design code.
If you are designing a 6 storey structure via simplified 'hand' methods and doing a computer model to check this hand analysis, in my opinion you are going about it backwards. I'd design to the computer modelling, and check results by hand.
You imply a single core, this wouldn't be a desirable configuration (it probably fails any irregularity checks that might be required for you code (whatever that might be)).
RE: CORE WALL analysis
It's quite common and safe when executed correctly. A lot of high-rise buildings are constructed this way, albeit usually with closed section cores. As Agent666 mentioned, it's a torsionally sensitive system so that requires some attention. And, in high seismic jurisdictions, the non-lateral elements of the structure should be designed for a level of movement consistent with the drift of the lateral system again, per Agent666.
Yes, and again, this is pretty common in my experience. In doing this, you're choosing to ignore the composite flexural behavior of the three walls. To an extent there's actually some technical merit in this approach for shorter buildings. Where walls are dominated by shear deformation instead of flexural deformation, the walls really will behave as three independent walls. At six stories, though, you're probably closing in on an elevator shaft shape that will have meaningful flexural response. It's also important to note that, just because you've chosen to treat the walls non-compositely, that doesn't mean that the system will have no torsional strength. In this case, torsional resistance will be produced by the two flanges of the channel acting independently but forming a torsional resisting couple.
With a concrete deck slab, I'd assume rigid diaphragm behavior and distribute your loads based on relative rigidity of the lateral resisting elements. This is a pretty common method that can be found in a lot of text books. If you're unfamiliar, let us know and we'll steer you towards something suitable. With the loads distributed, you're just back to statics to find the shears and moments on your individual walls.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: CORE WALL analysis
A friend in the team has told us that ASCE allows shearwall to carry 100% base shear while the frames are permitted to be designed for forces not less than 25% of total base shear. Not sure if we have interpreted the code properly. The building has regular plan with the core-wall centrally positioned. Thus torsional irregularity may be small.
Kootk, I am glad you have brought up your experience to this conversation. I am aware that codes require the frames to be designed in such a way that they meet compatibility requirement but, honestly, I haven't done anything this way. Probably I should this time!
I have done analyses with load distribution to each floor levels based on relative rigidity [of columns: SMRF] but I believe it requires a little different approach in this case. So please share a bit of your experience as guidance.
We thought it would be more complex to have closed section with elevator door openings.
RE: CORE WALL analysis
If it's high seismic then yeah, you probably should. It usually just comes down to making sure that you're columns don't shear off under drift.
Why? What you're doing by hand is merely a check on the actually design, right?
Agreed. I wasn't suggesting that you should go closed core. I was merely pointing out that, when single cores are used to laterally support very large buildings, they're often closed core-ish. Precision in language is important here. If you're sloppy, somebody will usually call you out on it.
That sounds like the dual system approach permitted under ASCE. It's real.. and good. But it would complicate matters as far as trying to replicate the numbers with an independent hand calculation.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: CORE WALL analysis
So could you suggest any reference or share something related for our guidance?
The building is going to be in one of Indonesia's provinces where PGA = 0.3g-0.5g. We usually have about 5.0-6.8 earthquake magnitude.
Although computer outputs are technically better and close structure's actual behavior and resulting forces, we hope to be able to use approximate hand calculations to crosscheck if we have inputted and modeled everything properly.
RE: CORE WALL analysis
I'm afraid that I can't really think of anything that would be targeted towards your particular questions.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: CORE WALL analysis
RE: CORE WALL analysis
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: CORE WALL analysis
RE: CORE WALL analysis
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: CORE WALL analysis
RE: CORE WALL analysis
Dik
RE: CORE WALL analysis
It is a 20m x 22m building plan with 5m o.c. on x-axis, 5m o.c. y-axis and the remaining 2m is just in between 10m of the 22m long side. The corewall sits at the centre (x=10m, y=11m from any corner point). We do have two small exit stairs on each far-end (x=0, y=11m and x=20m, y=11m).
Could you please elaborate on the torsional issues and some practical solutions to those?
RE: CORE WALL analysis
Please note: this conclusion is based on the assumption that concrete wall can only take in plane shear.
RE: CORE WALL analysis
Would this approach neglect torsional strength provided by the composite wall sections?
It would be really helpful if you could share a simple example for guidance or a reference that covers this approach.
RE: CORE WALL analysis
RE: CORE WALL analysis
I don't agree with this statement. The flanges of the channel shape are still available to resist torsion.
I do agree with this one though.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: CORE WALL analysis
RE: CORE WALL analysis
RE: CORE WALL analysis
The books mentioned above are really helpful plus the IBC seismic design manual. By reading through these documents, I would say we are still on the safe side even the composite action is neglected. So the walls (3 walls) would be assumed to resist lateral forces independently, given that detailing follows properly.
RE: CORE WALL analysis
I looked at a very similar problem a few years ago.
Link
RE: CORE WALL analysis
- Yes, it is as long as the detailing and allowance for movement follows and is compatible with your assumptions
- Yes you can, as that's how many of the buildings were designed when it had to be done "by hand". Neglecting the composite effect of the "flanges" of the C is ok. It is done in my practice when we do things by hand.
- Others cited good sources on this one.
And just to add, I wouldn't expect that you get similar results with the SAP (or any other software). AS some say 'there are many ways to skin the cat'. Only because the software got you X results it doesn't mean that you made a mistake if you get Y results doing it on paper with a pencil. AS long as you make reasonable assumptions and have a direct load path with all applicable loads accounted for there's nothing wrong with your hand calc being off.
good luck