Hi Guys, I am planning to work overseas for couple of years.
Any of you could give me the median salary range for structural engineer in your area ? My specialisation would be Oil and Gas Industry, offshore and onshore.
I would prefer to move to either Australia, UK, or Middle East. But I...
1. Compare with similar tank structure that has similar platform. Probably this is the easiest way.
2. From my past experience, for steel tank with WT 6 mm, tend to be overstressed by a platform load. assuming the platform width = 1000 mmm and LL = 2.5 kPa.
3. Another option is provide a repad...
yes. the reason is you need to ensure if it fails, it fails at steel member rather that at foundation. (it would be quite costly to repair).
I think design codes state that you can avoid using overstrength factor when you design the foundation as long as S*fy*overstrenght factor < design moment...
Hi SHBH,
I am not quite sure whether you're familiar with capacity design or not. However, since you decided to design the steel member using ductility factor = 3.25, You don't have any other choices but to design with capacity design.
That means you will expect to have some yielding at your...
As you designed the steel member with ductility = 3.25,the column member size should be much more smaller than if you design it elastically. However, your foundation should be able to have bigger capacity to allow the steel member yield first.
Therefore, You need to use steel member section...
I don't know How advance your software is. You can generate a level 2 spectra. from that spectra you can design the mezzanine level separately by assuming the mezzanine sitting on the ground with seismic spectra = level 2 spectra.
agree with JAE, you won't calculate them twice, because in Ma part, you only multiply gravity load with the eccentrity, and the result wont be as big as design moment.
Having read these 3 points you stated above, actually they are not separate points, they are related to each other.
Step 1, you need to know the eccentricity of the bearing point to the centre of the wall. Then apply Gravity load from the floor/roof multiply by the eccenticity = Ma
Step...
that depends on the type of projects, some of the projects require more sophisticated CAD layout, some look simple but require sophisticated engineering effort. I would say engineer : designer = 1:2 overall.
Unfortunately, I dont have that strong mechanical background. I've asked my mechanical engineer coleague and he is quite keen to help to indentify the hazard level if you give more specific info about the vessel. such as, the volume, content, design temperature, and the design pressure. I hope...
the pendulum always counter the inertia forces of the building from ground shake. as simple as that. Thats why old temples in japan are proven to be seismic resistant
Normally for onshore structure, the dynamic amplification factor is taken as 1.25.
You also need to consider how many points of lifting are going to be used. Usually, 4 lifting points for typical equipment's protection frame. Bear in mind, when you design the padeyes, you also need to consider...
Normally vessels in a gas plant can be categorized from Hazard level A,B,C, and D depending on the design temperature, pressure, and contents inside the vessel. You can derived the hazard factor in seismic standard from this mechanical point of view.
you also need to consider the surounding...
if you know how big the concentrated load imposing the slab, you may start derive slab thickness from "punching shear" equation or you can use appropriate design tables for that kind of slabs.
You can modify any earthquake records to satisfy the spectrum. to get the earthquake records, you can try to browse PEER database. I suggest you to use common earthquake records like El Centro or Loma Prieta.
