Thanks Kootk, Just on these responses:
1) Would you check your drifts based on the one that has both walls and columns participating in resisting lateral loads or you take it from the model where you pinned the columns and having the walls get the total force?
2) On Punching shear, i know ACI...
Thanks Meamin, Its SDC B .. the code seems to be silent on them and doesnt go into much detail unlike SDC D and above where a whole section and requirements were given.
@Kootk, thanks as always for your insights.
On the topic of shear walls as the main lateral system—do you typically run two model configurations? Specifically, one with the columns engaged to capture the loads for their design, and another setup where the columns are pinned to direct 100% of...
Hello everyone,
I’m working on a building where shear walls are the primary lateral force-resisting system for seismic loads. My goal is to let the shear walls handle most, if not all, of the lateral load, potentially reducing seismic design requirements on the columns. I’m aware that Eurocode...
Thanks Kootk, I have actually came across this link earlier and for sure having the topping in addition to the grouted keys would provide a more robust solution but i have came across PCI design manual where they clearly say you can design the topping as your diaphragm and ignore completely the...
Hi all,
If i am planning to have a 75 mm topping above my hollowcore slabs for diaphragm, do i still need to include ties within the hollowcore slab itself? or just provide ties in the topping?
Do i need to breakout the cores and grout with ties as per the picture below? or this would be an...
Does anyone know how does the Code addresses resonance of seismic against buildings?
I understand that ground motion is complex but theoretically you dont want the seismic period to match the building natural period. How do we check that or how does the code address that? Specially that...
@HTURKAK,
1. I agree that withouth th 25% you shouldt consider it dual but i disagree that you have to go for bearing wall system, you still have the building frame system which defined in ASCE as following: ''A structural system with an essentially complete space frame providing support for...
@retired13 ,
your quote ''you shall ensure the moment frame consists of at least 25% of the total rigidity of the seismic resisting system'' is not what is mentioned in the ASCE. It says clearly that it should be capable of resisting ( The word capable is what confused me) is it refereed to...
@KootK, thanks here are my replies;
1. If that is the case then theoretically if you have only one frame in a big plan that is not stiff but designed for 25% of the force shall be considered as dual system? that doesn't seem right to me. Why would the code ask you to design for 25% if the frame...
Hi all,
I have three question with regards the lateral resisting systems in the ASCE7;
1. When you use dual system of moment frames, it says to be capable of resisting 25% does that mean it doesn't necessarily need to have enough stiffness to attract 25% of the load and only as long as its...
Hi all,
We are working on a project (as advisory role) where we have 6 underground basement which will be used purely for car parking.
The client requirement is a grade 1 basement as per BS8102 which allows damp patches and seepage, however the consultant due to the deep excavation, he...
@KootK, as usual you always add much value and thoughts to this community, thank you very much for your help. I think i will go with that solution for the continuous cantilever at both ends. I have found same example in PCI hand book so would be great to compare results.
@WARose,Blackstar123...
@Blackstar123, Thats exactly what i need to check but couldnt find any reference to do the actual math and checks.
Do you have any reference even for the embeded column in foundation example? (There are areas one side cantilevers also)
@WARose, Yes thats what i believe would be more robust...
Hi Everyone,
I have a reinforced concrete tower that requires locally a cantilever mezzanine in one of the floors.
We had to propose the mezzanine to be in steel for its light weight and additional strength.
To get rid of the complicated connection of anchors to concrete columns we are...
I am new in PT design and a bit confused on the reasons of cracks due to restraint of stiff vertical elements in post-tension, My questions are:
1. Are the cracks a result of loss of pre-compression in the slab and diverted back to the vertical elements?or is just restraint due to drying...
Thank you all for your valuable comments, the corbel option is not feasible due to architectural reasons.
@WAROSE, what makes you think that this research is more reliable than the AISIC guidelines, they also have thier own testing as well and also considers the edges same as the research you...
Kootk, I totally agree with you, I do need to add more welded rebars or studs to take out the tension from the eccentricity of the load.
I think we need to differentiate between concrete edge breakout from shear and pryout failure.
The actual breakout plane in your image would be a result of...
Many thanks retired for your valuable comments, i will put that into my considerations.
With regards the beam seat, we will still need to transfer the load of the seat to the concrete so same issue will occur.
I agree with your comments on potential air voids to form in my application, maybe...
@Kootk, I dont see how pryout failure would form at the shear lug face, the only breakout that would make sense is the shear edge breakout and the concrete capacity for the bearing stress, any thoughts??
