Concrete sway frames
Concrete sway frames
(OP)
Concrete sway frames
Im new to staad and need some advice on modelling the above as lateral stability elements for a 4 story building.
I have 6 frames I can use for lateral stability at about 10 m centres.
Deflection limits are h/500
Should I use cracked or modified uncracked section properties?
Linear or non linear analysis?
2d frame or does it need to be FE?
Deadline looming and architect drops bombshell : new brief - minimal internal Walls!
Advice appreciated (on middling, not on dealing with architect)
Thanks
Mh
Im new to staad and need some advice on modelling the above as lateral stability elements for a 4 story building.
I have 6 frames I can use for lateral stability at about 10 m centres.
Deflection limits are h/500
Should I use cracked or modified uncracked section properties?
Linear or non linear analysis?
2d frame or does it need to be FE?
Deadline looming and architect drops bombshell : new brief - minimal internal Walls!
Advice appreciated (on middling, not on dealing with architect)
Thanks
Mh





RE: Concrete sway frames
Most of the time, the code will expect you to account for some degree of cracking (see ACI 318 section 10.11).
For drift (which may be a service level limit) you may be able to assume a different level of stiffness. Since I'm assuming a linear analysis, this essentially means maintaining two models... provided that STAAD cannot use one level of stiffness for the service load cases and a reduced level of stiffness for the ultimate load cases.
RE: Concrete sway frames