Recent content by tmgczb

I understand. It just likes put a box of water there, with the same effect of surcharge load, especially when there is HDPE membrane used.

At underground level, shall K be considered for liquid pressure? Should it be distinguished into with HDPE membrane and without HDPE membrane?

Does these PDF come from AI？

In desert regions, where wind is heavy, is wind uplift case is more critical for membrane structure?

As shown in the picture, footing eccentricity towards left side or right side is more favorable?

In this way punching shear here is not what we check for depth of footing.

I will read. Last night, I went on the next paragraph. It says that punching shear, edge shear and base shear need to be verified. I consider edge shear is what we call one-way shear. What is base shear, sliding? I am sorry that I have a lot of similar questions. Because I want to fully...

Recently I am reading PIP STE03020-2005. In Chapter 4.2.7, it says "earthquake can cause a tank to tip" What is tip? What kind of failure is it? Without understanding it, I can not further understand 4.2.7.2.

This is not self-anchored tank. There are anchor bolts.

Please specify.

As the title, if friction between backfilling soil in tank ring wall and soil base is considered in resisting sliding, how to determine the friction coefficient?

Dead load ,wind and seismic load all will result in eccentric load. Wind is not combined with seismic load and smaller than seismic load(for the studied tank). So consider dead load and seismic load. In Example 1, MT due to seismic is provided by 'OTM', but nobody provides it to us.

As per Chapter 5.6.4, PIP STE03020, there should be MT value, torsion due to seismic load, to calculate the equivalent bending moment. For stability check, we consider ring wall as an isolated foundation. So maximum pressure is equal to MsE/W. W is section modulus. Than MT could be obtained. But...

Now vessel load is given, that is, seismic load due to vessel weight is given by vendor. If we simply calculate base shear due to weight of platform and pier, how should we consider? Value of R, height hn, acting point of base shear.

Kindly please guide for vessel, platform, pier how to determine, R value and recommend a formula to calculate seismic force.