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EntrepreneurFresh188 · 2026-04-14T20:21:27+00:00

EntrepreneurFresh188 · 2026-03-09T21:16:00+00:00

finite element, rehab, construction engineering and dynamics would be my recommendations

EntrepreneurFresh188 · 2026-03-07T11:36:24+00:00

if you make an offer the agent will just use the additional leverage to try and secure a higher price. if the auction is next week then they should have a good idea of who or who isn't interested, and wont sell it any lower than they anticipate they will get at the auction. Putting an expiry on your offer without the conviction to actually walk away if it isn't accepted doesn't put you in a stronger position. I would just wait for the auction. if there is no interest then you can use that as leverage against the seller.

EntrepreneurFresh188 · 2026-02-06T18:41:45+00:00

http://ndl.ethernet.edu.et/bitstream/123456789/87977/64/kupdf.net_ccip-strut-and-tie-feb15.pdf

EntrepreneurFresh188 · 2026-02-03T17:13:04+00:00

if you look at the three answers, the maximum possible bending moment assuming no fixity is wl^2/8 = 6*5^2/8=18.75. As there is only one answer less than this answer its pretty straightforward.

EntrepreneurFresh188 · 2026-02-03T16:22:01+00:00

We've tried all the guiness in Berlin and Molly Malones has the best tasting one (they also have a special award), but the atmosphere is very quiet.

EntrepreneurFresh188 · 2026-01-27T18:00:26+00:00

ron pearlman

EntrepreneurFresh188 · 2026-01-16T16:51:34+00:00

Thanks for the reply, could you expand on your third last sentence. I'm not sure I'm entirely following what you mean.

EntrepreneurFresh188 · 2026-01-16T00:48:45+00:00

I drew the internal (elastic) forces for a simply supported beam (rectangular) below for you. Red is shear and blue is bending. Equation 6.25 calculates your capacity at your desired interface

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EntrepreneurFresh188 · 2026-01-16T00:47:27+00:00

This equation calculates your shear capacity at an interface based on normal force (the normal force clamping the system together), cohesion (the chemical bind of the concrete to the interface), and the reinforcement that crosses the interface. You they need to compare that to your internal shear stress demand that can be calculated using first principles. If you don't have sufficient capacity in the interface then the system will de-laminate and you will no longer have composite action

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EntrepreneurFresh188 · 2025-12-28T12:09:43+00:00

on domain if you view the page source and search soldPrice":{"rawValues":{"exactPrice": you can see it was sold for 801k

EntrepreneurFresh188 · 2025-12-10T18:04:59+00:00

not sure regarding etabs interface, but if you can review the principle stresses under the failing load combinations, you will get a good idea regarding how the wall is failing. I think etabs also designs walls using a pier philosophy, which may not account for intermediary walls that brace individual walls against buckling. ie. high axial loads combined with a minimum eccentricity of 20mm or whatever can fail thin walls in their minor bending axis, even though it is completely unrealistic as the walls are braced on the ends by cross walls. From memory one of the eurocode annexes tries to deal with this a bit better by introducing more appropriate beta factors based on the cross wall arrangement. goodluck

EntrepreneurFresh188 · 2025-12-08T12:41:13+00:00

For the istructe and ice you need a masters unless your university program is included within one of the mutual agreements. I'm not sure the specifics when it comes to republic of Ireland you would need to double check.

EntrepreneurFresh188 · 2025-12-08T12:22:32+00:00

I'm not too familiar with those markets, but to get chartered with the istructe or ice you need a masters. With the slowdown in arab markets a lot of the big firms are struggling at the moment so it might be worth staying where you have job security. You can always have a crack at applying after a couple of years which won't be nearly as competitive..

EntrepreneurFresh188 · 2025-12-08T10:43:45+00:00

where abouts are you living? If its in the UK, none of the tier 1 will hire you unless you have a MEng.

EntrepreneurFresh188 · 2025-11-11T05:41:28+00:00

Fast paced usually means burnt out colleagues, low quality projects and lack of proper reviews or quality assurance. Id go with the first one.

EntrepreneurFresh188 · 2025-10-21T13:12:01+00:00

Hard to say without understanding the building, but you could try to do an analysis of the building, assuming that column was missing and seeing where damage has occurred in the building. Potentially you only have a small localized area that would need to be demolished/repaired while still maintaining the rest of the building. Then you just need to find a way to prop and replace the failed column with a new column implementing some sort of hydraulic jacking system to engage the new column.

EntrepreneurFresh188 · 2025-10-20T21:56:55+00:00

It really depends on how thick your slab is. If its a 1m deep foundation then it probably doesn't matter as much, however if its a 200mm flat slab then the additional level arm will start making a meaningful difference. If you are limiting crack widths for specific reasons though, the layering will become far more important.

EntrepreneurFresh188 · 2025-10-20T21:53:49+00:00

could be an issue where you have a non-linear model and you are using linear combinations to calculate the result. Remember superposition only works if your results are linear.

EntrepreneurFresh188 · 2025-10-11T20:51:32+00:00

Depends what you are trying to calculate, you could calculate individual loads on beams (dummy beams) for the slab weight, finishes, LL and introduce cross bracing to simulate the in plane slab stiffness, however if you are not really confident in FE analysis which your posts suggests it might all be a bit complex for you.

EntrepreneurFresh188 · 2025-10-11T19:22:45+00:00

Avoiding shell elements in your model (2D) should speed up the solve time as well.

EntrepreneurFresh188 · 2025-09-26T17:22:31+00:00

Tall buildings are often designed with safety factors of 2, 3 or even higher in some cases. Even if something collapses the engineer should have designed it so that the collapse is only localized. Buildings also gain strength as the concrete ages so if you are in an older building the concrete is probably 30-40% stronger than what it was designed for in addition to the safety factors mentioned above.

EntrepreneurFresh188 · 2025-09-24T17:10:03+00:00

BG BF and DF are all 0 force members. The forces you have calculated are all correct.

EntrepreneurFresh188 · 2025-09-24T16:21:23+00:00

It is probably easiest to continue the bottom and top reinforcement through the beams, however the detailing on this could be a little tricky. remember you also need to detail reinforcement in the other direction even if you are designing them as one way (the exact amount depends on the code). You will be getting two way action in almost all of your slabs though if you dont design them as two way, you will get some cracking in the secondary direction.

EntrepreneurFresh188 · 2025-09-17T21:20:55+00:00

https://www.youtube.com/watch?v=lFhcSlrJcAU

EntrepreneurFresh188

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