Search results for query: *

Thanks again Gill, With your explanation about the substitution Vus = V* - phi Vuc, then it makes sense, mathematically, with the new eq 8.2.7(2) Without your explanation, as in the case that lots of engineers won't know, I believe it doesn't make any sense to take the sum of design action...

Thanks, Rapt, But could you please confirm again that in the equation 8.2.7(2) it is +phiVuc instead of -phiVuc? Also, what is the implication for the RC column design? Would the users of the standard have to exclude the longitudinal area for shear/torsion, and then, the remaining...

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 Doug, The problem is that a column can be classified as slender in one load case but short in some other load cases. I used to plot an interaction diagram (i.e phiMoment vs phiNu)and then plot all load cases to see if they are well within the curve. It seems I can't do this anymore unless...

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 Steveh49, Thank you for uploading your spreadsheet. My personal experience is that for slab design, the simplified method is way too conservative. I haven't tried it for the beam yet. I will go through your spreadsheet and give a deep dive into it. However, at first glance, I did realise...

Rapt, I agree that we should be able to calculate the Polar Moment of Inertia of the shear plane for any shape. However, the textbook calculations usually assume the axis of torsion is perpendicular to the section. So I am quite unsure for the case where the axis of rotation is not...

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...

hi RAPT, is it worth doing a design with the current AS3600-2018 amendment 1, or just wait? Do you know whether the coming Build Code will enforce the use of this AS3600-2018 in May?

Amendment 1 has come out since last week.

Dear jimstructures and Ingenuity, Thank you very much for this information. This has caused me trouble the last couple of days and thank you for providing me with the definite answer! Regards NTC

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...

Rapt, do you have any estimated date for the amendments?

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...

My point of interest is an arbitrary point, and not necessary at Gauss Points, unfortunately. I am unsure if I can use the Shape Functions of the element to interpolate the result at the point!

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...

Thank you Dik, Rapt and Steveh49 for your feedbacks. I am pretty sure that if the drop panel has sufficient thickness (and length) then it would certainly affect the deflection (i.e. less deflection as opposed to being without drop panels). Hi RAPT, in your software, if I understand...

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...