Looking for help on concrete shear cores (in particular isolated stair cores)
What do most of you do when you have a doorway at the extreme end of the shear wall. Where one jamb of the door is the shear wall, and the other jamb is the perpindicular wall of the core.
Do you disregard the...
Looking for some help in dealing with IBC 2003 section 1808.2.23.2.3
Realizing that in most cases the base plate connection and associated anchor bolt strengths will be far less than the column flexural strength of the column. Is it acceptable to calculate the maximum strength of the base plate...
Is there any code limitation (IBC 2003) that would prevent me from designing a 5 story building with the ground floor being special concrete moment frames, and the upper floors beaing special concrete shear walls. FYI, would be seismic design category D
I'm aware of all the overstrength...
I have a question in modeling concrete shear walls configured in a tube, like that found around a stair or elevator. My question is related to a possible difference in how the building should be modeled to calculate drift, and how it should be modeled to design the walls to ACI.
ACI chapter 21...
Does anybody know if AISC 358 is available for public review and/or use? I have searched, and cannot find a copy. I'm interested to see how this compares to FEMA 350.
Any comments?
We have an ongoing debate in our office about the best way to approach steel spandrels with brick relieving angles.
In most cases we use a bent plate pour stop with either angle struts or plate struts to the bottom flange of the spandrel. The struts reduce the torsion "drastically". In all...
We have an ongoing debate in our office about the best way to approach steel spandrels with brick relieving angles.
In most cases we use a bent plate pour stop with either angle struts or plate struts to the bottom flange of the spandrel. The struts reduce the torsion "drastically". In all...
Thanks for the web page. I've used similar joint covers in the past. I'm just trying to check my philosphy and approach about sizing expansion joints for inelastic displacments. Any additional thoughts or comments are greatly appreciated.
My firm is located in an area where every building ends up in Design Category "D". We typically try to exhaust all options before using moment frames because of the IMF or SMF requirement for this Design Category.
Every now and then we will have a scenario where we want to split a building into...
So, it reads ASD, I agree. Next question...I have combined axial and flexural loads on the pile. Do I develop the interaction diagrams using ASD? Or do most of you check the axial compression using ASD, and then use LRFD for combined axial and flexural loading as indicated by ACI-543?
Anybody...
I am working on the reinforcement design for axially, and laterally loaded auger cast piles, and am having difficulties understanding IBC section 1809.3.1. This section is entitled "allowable stress", does this mean that auger cast piles should be designed using ASD as opposed to LRFD...
In the area where I practice we often are required to use structural (pile supported) one and two way slabs (7"-10" reinforced) on grade due to poor soils and liquefaction concerns. We have attempted to reason using less than 3" of cover many ways in an effort to cut down on the...
