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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...

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...

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...

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...

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...

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...

I modeled a tank roof using the SAP2000 software. The roof plates were modeled as loads (not actual shells) and after running the analysis I found the model would only be stable if the rafters have one of their ends not released (logical) but I am not sure if it is the crown ring side that need...

Out of 45 piles, there are like less than 10 which exceed the original (Pile Capacity x Efficiency) but not the Pile Capacity itself. Is this ok?

I am new to steel design. In some FEM software (Autodesk Robot) many steel connections are offered, but not the connection between a purlin and a rafter. I googled the purlins cleat on the web, and I got manufacturers offering their products without listing the strength properties. So my...

I'm studying an API650 water tank, and this is the first time for me. I'm studying the foundations too, and after finishing doing an excel spreadsheet with all the calculations proposed by API650, I do not know whether (and how) to load the earthquake moment over the foundation, especially as my...

I've never read a soil report where a distinction is given between a Cu and C'. Is there some consensus that the C value they give is one or another? (I have read many reports from Iraq and Lebanon). I should also mention that triaxial tests are commonly not done in these countries, and C...

When designing a raft foundation on piles, does the soil under the raft contribute to the load bearing capacity? What if the the piles are assumed to take 70 percent of the load and the raft the remaining 30, but in reality the settlement is different between these two parts?

In Eurocode Wind load code, for cylindrical shapes for example, why do we have (1) pressure coefficients vs (2) force coefficients? Are the pressure coefficients to input in FEM software, while the force coefficients for a direct (manual) calculation of the resultant force? Suppose an engineer...

I have difficulties understanding technical matters regarding a self supported (no middle columns) roof for an API water tank. 1. The excel sheet on the right shows 6mm thickness for the roof. I assume it is because no rafter are being used, otherwise thickness would be around 2mm. Am I right...

I am new to steel design, I have background in reinforced concrete and geotechnic. I am studying a simple shed in Robot software. Since there is no connection that will transfer a moment between a beam and the WEB of a I column (red beams in the y direction with the yellow columns) I had to...

I watched a video performing a preliminary check for the general building deformation for the UBC97 seismic equivalent static method, then he goes on, in the next video, and adds the modal load, and proceeds with his equivalent static method study, as we all know. I am confused here: How could...

I have some background in shoring design, but never was able to study closely technical operations. I hope to get some answers for my questions below: 1. Is it possible (or common) to attach a tricone drilling head to a solid stem auger? Or are the claw bit the only available option? 2. Is it...

I find a clear of 4 cm for columns too much: often residential columns are narrow to fit into wall partitions (at least in the middle east), and taking 4cm + ties diameter from the effective depth will leave the column weaker and requiring more and more steel. In Eurocode the normal clear cover...

Hi I like Etabs better than Robot, because of the speed I can go from analysis to design and backwards without waiting for new environments to open up... However, I noticed some misbehavior in Etabs 19: 1. I have to fight (and often lose) for the right to assign the 'View/Revise Punching Check...