Hi everyone,
You are probably aware that AS3600 amendment 2 was released end of May (1 month ago) with a significant change in the Shear section.
1. Could anyone please let me know if the V* used in the shear clauses 8.2.1.6 and 8.2.3.1 is now just pure shear (i.e. not the equivalent shear...
Hi,
Each floor consists of many FE nodes, each node has its own deflection value.
So how does Etabs calculate the maximum story drift automatically?
does it choose the node that has the maximum deflection at each floor?
I believe for rigid diaphragm, the calculation is simply based on the...
Hi,
Does anybody realise that in Table 2.2.2 (AS3600-2018) that the reduction factor for bending and axial compression is mathematically a function of ∅o - which is not a constant?
And for a concrete column ∅o = 0.65 for short columns or ∅o = 0.6 for slender ones. However, when I look at the...
Hi,
for ACI 318, NZS 3101, IS456 codes, the procedure for calculation of the maximum punching shear stress involves Ixx, Ixy, and Iyy.
Safe Techincal Note (link below) sets out the procedure to calculate the above parameters, but only for sections parallel to X or Y axis...
Hi,
I've found this document from CSI SAFE software, set out the procedure to calculate
punching shear stress that involves unbalanced moments.
https://files.engineering.com/getfile.aspx?folder=c419601b-2127-45bf-b59a-e6c762f73fff&file=ftn01-03.pdf
but it has limitations that the shape of the...
Dear colleagues,
I am reviewing a published document about Base Plate Connection design by AISC, the URL of the document is below
http://www.construccionenacero.com/sites/construccionenacero.com/files/u11/ci33_321_aisc_design_guide_1_-_column_base_plates_-_2nd_edition.pdf
I have a question...
Dear all,
Have you had any chance to look at the new arrival of AS3600?
I am quite impressed with the significant changes in the new standard.
It looks like the philosophy of design has changed. The long-debated ambiguous torsional reinforcement design in the previous code has been clearly...
Dear colleague,
I have a math problem that I get stuck:
Once having done the FEA, for each shell element (either 3 or 4-noded element), I already have the displacement (3 translations and 3 rotations) (note that for shell elements, rotation about the axis perpendicular to its plane is zero...
Dear all,
I would like to have your opinions on how to deal with Ief in the calculation of deflection based on AS3600
when there are drop panels at the top of columns.
In the code, it says that we can use:
Ief (overall) = 25% of Ief left +50% Ief mid + 25% Ief right.
My question is: if...
Dear everyone,
I would like to have your opinions on the following issue:
I've seen someone who calculated the first moment of area of the reinforcement about the centroid of the section, using the following formula:
S = -Asc (yc - d2) + Ast (d -yc)
where:
S = first moment of area of the...
Dear colleagues,
I am having a very quick question and I would like to have your opinions on this.
I use a FEM software, and I am able to plot the moment contours such as Mx and My (and Mxy).
Let say at every point on the floor slab, there is Mx, My, and Mxy. After I convert
those 3...
Hi everyone,
In most international codes, the shear of the concrete alone (excluding the contribution
from shear reinforcement) is in the form of, for example, in AS3600:
Vuc = Beta1 * Beta2 * Beta3 * bv * do * fcv * (Ast/(bv*do))^ 1/3
Each code has its own expression, but in general, Vuc...
Hello everyone,
Is the total deflection the sum of :
(a) Deflection due to short term loading with short term concrete modulus
(b) Deflection due to long term loading with long term concrete modulus
(Ee long term = E short term / (1+Creep Coefficient))
(c) Deflection due to shrinkage...
