Because that has nothing do do with things. If you aren't taking photos from directly in line with the vertical axis then you are going to get that effect whether it is from a satellite or a airplane.
Lol. Have you heard a telephoto lens?
Oh yeah I remember that time when North Korea...
I thought I'd try to revive this thread before it disappears as I thought there were pertinent topics covered here that might be productive to further explore. On that note:
Ultimately you cannot please everybody, no matter how fantastic of an engineer you are. You client could be unhappy...
Another update in case anybody is interested.
It has taken an extraordinary amount of time to design, detail and get two parties to approved a suitable rectifications approach on this issue. All unfortunately at the expense of the D&C contractor. IMO it just shows how expensive a minor...
Great post KootK. For its honestly, raising discussion about ethical dilemmas and just a good conversation started.
I'm really sorry to hear that KootK. As I agree with the comments of Eng16080 regarding brilliance. You are a great engineer.
Maybe you can use the opportunity to find the...
It is my understanding that the lap is there to achieve fixity but it is also to provide double the steel in the section of highest moment. Aka the hogging moment around the support.
So yes you might be able to achieve a good degree of fixity but overlapping by 8% but you'll not get the...
Except the tower crane isn't likely to trigger a collapse from the bottom. If it was a collapse from the top then I'd be looking closely at the crane. The weight and moment of the crane at the base is pretty negligible compared to the weight of the building.
Have a look at the last video that...
EDIT and summary:
The last video linked shows the pr-collapse incident approximately 5seconds before the collapse.
I am fairly confident the collapse was initiated at the base of the core. We can all but rule out the exterior columns. The rear exterior columns adjacent to the core could have...
Sorry for not posting more in my original post. I was tired and didn't have much to add.
As reports have come out, particularly from Myanmar, we are heading the true tragic extent of this natural disaster. (Which obviously incorporates many many engineering disasters.). The number of deaths...
While a did nod towards @Greenalleycat's comment, I do concur with Tomfh. If a design level seismic event does occur in Sydney or Melbourne it would be a very rude awakening. There would be deaths and likely collapses of some old structures. But nothing on the scale of Christchurch.
Our...
Yep. Certainly plenty of old masonry apartments from the 30s in Sydney and soft storey masonry apartments from the 60s in Melbourne.
I'm heard by value the largest reinsurance risk that insurers in Australia have is a serious seismic event in Melbourne or Sydney. (Which isn't surprising when...
If your major overturning loads are gravity then an eccentric footing to the left side makes sense. A free body diagram should demonstrate this. "Common sense" of having your support closer to the centre of your load also should guide your thinking.
If the structure is quite lightweight, not...
And one could ar
Good detail to know. And one could point out that in the English speaking world NZ has the most recent first hand learning experience regarding seismic behaviour and detailing.
(Of course in a perfect world it shouldn't take first hand experience for codes and practices to...
Yes details like the above can offer better behaviour. And they are often used in Aus and also are including the the guide I linked above.
In many of these precast designs (at least in Australia) the lateral load path is often take care of by steel. So seismic and other lateral loads are...
This is a fairly common detail in Australia where @ikka is from.
The detail is straight out for the CCAA guide:
https://www.ccaa.com.au/CCAA/CCAA/Docs/Technical/Guides/Guide_to_Tilt-up_Design_and_Construction.aspx
I don't see an issue with this detail. Though some people might want a rebate...
True. Which sort of invalidates my 'distrust' of stiffeners as twist restraint.
The first two have rotational and warping restraint and which largely aligns with your results:
"Rotation restraint increase these number by ~10% . Rotation restraint AND warping restraint increase them by ~100%"
If I was cold contracting it would likely be targeted, a direct call and an attempt to arrange a visit to their office. It shows that you value their business and it isn't just spam. Even better if you share something in common with the business.
I have once company on my radar to approach if...
Double plates can make sense when there are very high axial loads, as a single plate can have problematic eccentricity. But in which case it isn't really a 'shear' plate. I occasionally use these for hollow section struts. But generally prefer a thick single plate to compensate for the...
The lack of end rotational restraint makes a big difference. The stiffener doesn't provide that to the top flange. Whereas an end plate connection could provide more. (Depending on the lateral/torsional stiffness of the member it is attached to).
While I've rarely done much industrial slab of grade design. I find this guide super easy to digest.
https://ccaa.com.au/common/Uploaded%20files/CCAA/Publications/Technical%20Guides/INDUSTRY_GUIDE_T48_Guide_to_Industrial_Floors_and_Pavements_Design_Construction_and_Specification.pdf
It may be...
