I am wondering what the industry practice is for showing (or dimensioning) thickened slabs under interior CMU partitions.
My opinion is that if I need it structurally (I am assuming I do if I want to spend the money to build it) then I should show it structurally on plan.
A typical detail...
Can anyone shed light on the use of the factor used in the UFC (as follows) for enhanced local resistanc of columns?
The purpose is to guard against shear failure below the flexural capacity of a column, so the provisions require that the column be designed for the shear resulting from uniform...
I need help in understanding.
In general, for punching shear at slabs/columns, I definitely need to be concerned about the total shear force over the total shear area (bo * d). The source of shears are from direct shears and moment transfer.
However, in section 11.12.6 of ACI 318-05, I need...
I have a colleague working on a small building where the architect has raised/stepped half of one of the floors by about 2.5 feet. This has created (2) diaphragms where there was one. The engineer decided to model the structure in RAM with an additional storey 2.5 feet above the original...
I have a colleague working on a small building where the architect has raised/stepped half of one of the floors by about 2.5 feet. This has created (2) diaphragms where there was one. The engineer decided to model the structure in RAM with an additional storey 2.5 feet above the original...
I am working on a building whose SLRS is Ordinary Moment Frames. I have additional requirements per the UFC, one in particular has me designing columns considering the loss of lateral support at any floor (i.e. they must be designed for "double height" with a reduced load). I have designed...
Can the typical APA Narrow Wall (without holdowns) be anchored into hollow CMU foundation walls that do not have any ties (e.g. rebar) to the CIP foundation? The cells with the anchor rods will be grouted, of course.
Using notes from the AISC Bracing for Stability Seminar, I have tried using Yura's equations for Cb for uplift conditions (tension flange continuously braced) and cannot get the same results.
This occurs for cases where I have a simple span.
For example: a simple span girder in uplift with...
The UFC Structural Design Criteria has the following statement under "1-9 Load Path Continuity and Integrity"
"Direct and continuous load paths from the roof to foundation must be provided."
Does the specific term "direct" indicate that transfer girders are not allowed for buildings designed...
