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All I think we all agree there is something that needs to be done for ductility. Also agree with others engineering discussion is based on numbers and not emotion. If there is no trail to the roots of a solution then its always going to be hard to ask people to blindly follow. Also this is not...

RAPT I know you disagree with my last statements. However I have one for you. If we are after a ductile failure shouldn't N* be higher than 1.2 DL + 1.5LL? As our punching shear around our column should already be designed for this load combination. In testing I have seen (And an old building...

StructEng 23 Yes You understand what I am asking, Rapt I may not of written it correctly but when I was talking about intent, its not the numbers or formula etc. Its the idea of this clause giving structure robustness. As another idea of giving it robustness (forget the clause above) what...

RAPT and All I am not "persist in considering the PT tendons" You are famous for quoting people dont apply logic etc, yet here with a simple question on mode of failure based on logic (in which the photo above by ingenuity shows a load path) causes such a negative response. Lets move past the...

AR, with regards to the zone, I agree in the RC solution of bottom bars, but in PT if you had a tendon with a high point right next to the column then it wont tear out. "Structural Engineering is the Art of moulding materials we do not wholly understand into shapes we cannot precisely analyse...

All, Been a while since my last post, But with the new AS 3600 I have seen the above interpreted in so many different ways. Firstly RAPT I agree codes cant substitute logic and engineering judgement. When it comes to this clause I have a few questions/ comments I would like to see what people...

Rowin, not to come across rude, but I am looking at restraint cracks, not joints etc. I am not out to try and judge the original engineer however it is not how I would design, in the case where you have frequent restraint cracking > 1mm. What would you then say. The aim of the post is not to...

Note I didn't design the building in the first place (As I try and make an effort to avoid this problem) "Structural Engineering is the Art of moulding materials we do not wholly understand into shapes we cannot precisely analyse, so as to withstand forces we cannot really assess, in such a way...

Rapt, agree, But, If you had a client come to you (could be a building owner) and say "what is wrong with my building, why is it cracking" (For example a basement perimeter wall is tied in and no conventional internal reinforcement besides a 1.2m strip around the out side of N12's) what would...

Hokie, I agree 100%. I believe and I must stress this is only a personal opinion meaning no offense to anyone, but a competent engineer would design for restraint. But I do have situations of this being ignored by others on the bases they can save $50 - $100 per unit in a large unit...

guanorican I agree with the posts above, 2 items to check 1) Ensure the company PI will cover what you are doing, and not sure about the rules in US but in AU even if you are signing drawings the directors are the ones held responsible from a financial perspective. I have only seen one case...

Rowing Correct, it isn't that clear, let me try again. My question is simply what is the problem with post tension slabs that have a great deal of restraint cracking due to this not being taken into consideration of the design. I have the following so far: 1. Depending on location most water...

All, I am interested on everyone's comments. I see alot of restraint cracking in post tension slabs which have not accounted for restraining elements by isolating them, adjusting the P/A or adding nominal reinforcement in these areas. If you look at the capacity of the sections, they...

Just because someone disagrees with what you have said doesn't warrant this type of reply. jpw I insist on site specific testing in all cases, each to there own. "Structural Engineering is the Art of moulding materials we do not wholly understand into shapes we cannot precisely analyse...

CELinOttawa I would have to disagree with your thought process on always getting a site specific investigation. Yes we can put in conditions to try and avoid the legality etc...... However As a structural engineer the blame will always come back. Unless the law is very different over there...

For the monkey see monkey do approach as it is called in the code (No disrespect as it is what I do for houses) I agree with you step it down. What I have seen done before is for example an M class, they do the 385 slab (300 pods) then in the garage or set down areas go down to the 310mm slab...

Very common in AU, Happens on 90% of my projects. However as the Structural Engineer you end up becoming the diplomat between the Plumber, Reo fixer and PT Installer, Hydraulic consultant and builder. All part of the fun game we play. [bigsmile] "Structural Engineering is the Art of...

Hi, I am looking at an existing building, Looking for good papers/codes for assessing the fire rating of core filled steel floor beams. thanks "Structural Engineering is the Art of moulding materials we do not wholly understand into shapes we cannot precisely analyse, so as to withstand...

Hi all, For precast lift cores, besides working out joint shear at the panel connection from Earthquake and wind loads, Transferring this between the panels Via Fixings and angles, Accounting for the moment in each panel at the bottom connection and insuring dowel bars are fully developed for...

BA good pic I agree they do not appear to be nailed, Regards, "Structural Engineering is the Art of moulding materials we do not wholly understand into shapes we cannot precisely analyse, so as to withstand forces we cannot really assess, in such a way that the community at large has no...