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Thanks, Geotechguy1 Yes, we'd get someone to do but just wanted to know the reliability and to have a bit of understanding of the test results submitted.

Hi everyone Any PDA expert here? Is PDA reliable? Can someone please recommend any literature on PDA or any work examples to calculate pile soil resistance from PDA results? I also came across this formula below. Quite a lot of questions popped into my head. How was this formula derived? What...

Hi everyone Any PDA expert here? Is PDA reliable? Can someone please recommend any literature on PDA or any work examples to calculate pile soil resistance from PDA results? I also came across this formula below. Quite a lot of questions popped into my head. How was this formula derived...

Thanks, Guys, I am quite new to this but I think I can imagine skin friction being negative during consolidation and then back to positive after drag down / settlement. In my case, settlement will be quite a lot to allow for.

Hi Is bitumen-coating on precast RC pile to reduce drag-down common? Is it efficient and reliable? What should be the percent reduction in negative skin friction? Is there any code or reference that I can refer to for my calculation and material specification? Thanks

Thanks all dold It is standard framing connection beam to column. I will go for jam nuts and nord-lock washers.

Hi How do I prevent structural steel member bolts subject to machine vibration from loosening? I did some research online, I found this wedge lock washer and castle nuts. Are those good enough? Is preloading the bolts better? What do you guys usually do? Thanks

Hi KtooK and everyone, I flipped through the global stability book you recommended and now I have an idea of how to get that global Fcr. Whole building torsional, bending stiffness, etc.. can be represented by one equivalent column. So like you and centondollar said individual members' failures...

Thanks, KootK Yes, I would love that your option 2 solution in Timoshenko. Thanks, Centondollar I think I am starting to get the picture. So one whole framed building is something like a cantilever space-truss member.

Thanks, TLHS & HTURKAK, I do not have much experience in overall building design, especially when it comes to lateral load systems and 2nd order effects. Last seven years I was only doing prestressed design for a prestressed specialist. As you know, in Eurocodes, even if there are shear walls...

KootK, alejandrodrdm, Thanks, I just wanted to have a feel or a sense of how this global buckling load is obtained/derived. How is this global buckling capacity is different from local individual member buckling capacity? Wouldn't one column buckling at the lowest floor cause global...

Anyone please?

Thanks, everyone, I have concluded this. Please correct me if I am wrong. 1. For low-rise / small mat Use the estimated value with a range +-100%. Assume a low subgrade value for mat reinforcement and high value to get bearing pressure. 2. For large mat or high rise or special cases like mat...

Centondollar, HTURKAK Thanks Thanks for the link.

Hi How do I get the soil spring stiffness/subgrade modulus/Winker constant for Mat foundation or pile modeling in my 3D model? from pile ULT tests? plate load tests? lab triaxial tests? Any quick theoretical formula? I know that I can get those from a geotechnical engineer but in my region...

Hi Everyone, As you can see below, in Eurocodes, if αcr < 10 then need to consider P-Delta. I can understand individual member Euler buckling but I am struggling to understand what this Fcr elastic critical buckling load for global instability is? Can someone please walk me through the steps to...

Hi I noticed that in precast construction, neoprene bearing pads are quite commonly used but I couldn't seem to find any info on its bearing/compressive strength (only hardness is specified). What is the conservative compressive strength value that I should assume or is there any correlation...

Hi Hetgen, Thanks. Haha good to know I am not alone. HTURKAK, Thanks. It really helpful.

Thanks, Everyone Thanks, Joel I can imagine that the pressure being equal and cancel out at the center of the glass. It was just hard to accept the fact(I will exaggerate a bit) that the lateral pressure on the perimeter of 5 mm diameter & 100 mm deep glass and 500 mm dia & 100 mm deep glass...

Hi This afternoon, I was calculating the lateral pressure of fresh concrete on wall formworks. Conservatively I was using ρ H (density x height) without considering placement rate, temperature, etc.. then I came to realize that the wall thickness (i.e. width of the fresh concrete) does not...