I am troubled with the so called Meyerhof limiting factor for the point bearing capacity, which always seems to be much lower than the formula it intends to control, up to making the main formula completely obsolete- either this, or I miss something completely.
First, some extract from Braja...
OP here.
I think I got from your answers that the metallic connection in picture 1 plays the same role as the metal that connects the sacrificial metal to the steel in picture 2. However, the course I read clearly states that the connection should be "isolated", and I fail to understand why is...
My question if for galvanic systems only (not immersed).
Pardon my ignorance, but in the first image, the theory dictates an insulated wire back from the sacrificial anode to the tank, while in the second image, the anodes seems directly welded to the tank, visibly by a conducting metal, and...
The pad is 50 cm, 30 cm buried in sand (water table at like 2 m below ground) and 20 cm above. Climate is dry but humidity is high (near sea). Based on TugboatEng reply, I think I should mention only internal protection, just for the sake of filling the papers.
I'm filling some technical papers for a bid, and my boss, who is a mechanical engineer, insists no cathodic protection is required for a steel water tank above concrete pad (I designed the pad myself, and the water is for firefighting purposes). Another mechanical engineer said only the tank...
OP Here.
Mat thickness is 130 cm. I wish I can upload the model, but I don't know how. The piles reactions are all below 2000 KN, and I think I can achieve that given than the soil report indicated SPT refusal below around 11 m.
I think too that the stiffness of the piles are not realistic...
OP Here.
There is no basement per se, but the staircase and lift continue one level below ground, where a septic tank should also occupy the center as the picture follows:
By believing I should seek precision in my model (20 story building with small floor area), I opened a pandora box and I don't know how to proceed.
I know the majority model their superstructure with supports as pinned/fixed even if there are piles beneath, but I figured out that maybe by...
Please help clarify those Post Tension concepts
I have a couple of questions regarding post tension slabs, and though I'm reading and playing with FEM software, they elude me.
1. Balancing x percent of the dead load means cancelling x percent of the deflection due to the dead load? But...
OP here. I'm not able to edit the original post, but I'll try to explain what I mean. Here are the steps I have done:
1. I calculated the allowable pile capacity using Excel, using the alpha method (weak clay). I got:
Allowable Capacity = 548 KN
2. Since the piles are 2.5 diameter close to...
Klitor:
I'm new to tank design. In API650 which deals with welded tanks, there is. But in API 12B which deals with bolted tanks, I simply don't know exactly. It's not clear in the code (maybe there the shells forming the top ring are flanged and that make them stiffeners, but I'm not really sure).
I couldn't find any reference but a tiny one (I will mention it at the end of this text) about how to derive the stress (even an approximation of it) of a shell under a point load acting along its surface. For instance: checking whether the loads exerted by a rafter attached to a shell is...
OP here. Thanks for the answer so far.
API 650 is clear in aspects where API 12B is not:
1. I can design a welded tank based on the one foot method. What can I do if I want to change the dimensions in a bolted tank?
2. The need to add wind stiffeners is clear in API650. Why API 12b have no...
I noticed that API 650 offers two methods for determining the shell thickness, as well as a method to determine the wind stiffeners. On the other hand, API 12B offers pre-determined tank sizes without any talk about wind stiffeners or anchors to the foundation, and the AWWA-d103 only offers...
