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...
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...
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...
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...
Hi all,
I am connecting a steel beam to a concrete column and having a shear lug to take the huge shear forces from gravity loadings.
I am designing the shear lug as per ACI 349, the code does not discuss the checks of the shear lug incase the force is parallel to the edge (not...
I am currently working on a project for structural assessment of an existing 3-underground story car parking building. The system of the slabs are solid slabs of 160 mm thick spanning two way of 8.6 m C/C on shallow RC beams. The slab deflections and vibrations by calculation and what is...
