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yes. that is how I would do it too. However, the moment calculation I mentioned above is really handy for a quick check. Hence why I wanted to find out where it came from. Thanks,

Hi everyone, I am checking a circular secant shaft (I am new to secant shafts) with an unbalanced loading from heavy equipment at the top. I found an example from a calculation note and it has the following approach (based on work by Burns and Richards (1964) and Peck et al (1971)): 1...

Thank you everyone for the responses. I asked about the origin of the formula and my colleague directed me towards CIRIA 95 (the design and construction of sheet-piled cofferdams), this is an snapshot of the formula It's from Timoshenko's beam theory apparently. I tried to get into it in...

Hi, I am new to secant shaft design and I am reading some of the previous calculations when I noticed a buckling check using this formula for the critical buckling load Tcritical=3*E*I/r^2. If someone knows a reference I could read to be familiar with this formula? For more information, the...

THanks for the comments. The client does not want to increase the pipe thickness or diameter. I think they are for micro piles with alot of space restraints. the procurement manager asked for the specs that will have a yield strength of 500MPA since it was the strength needed to make the...

I have a weird question. We usually use G40.21/21 pipe sections with Fy=310MPA in our design (canadian). The client asked for a Fy=500MPA pipes and I am not sure under which class or grade that falls? is it a special grade? is there a pipe grade that gives this yield strength? Thank you

Hi Everyone I am designing a soldier pile system for a shoring. I have W beams in 1m diameter lean mix of 0.4MPA. I want to consider the arching effect for the passive calculations but I am afraid the lean mix might be too weak. Is there any reference (or from your own experience) to the...

Thank you for answering. i looked at section 11.13. for rectangular plates it has the following formula for the load to induce collapse. I understand from the table that I could go to a load more than the elastic load by a factor of at least 5 before collapsing if my plate is ductile. is my...

I have a square plate that is simply supported on 4 edges and has a load in the middle over a small cut out. I calculate the max stress as per table 11.4 case 1b. All is good till now but i am not sure what to compare it with. should i compare with Fy of the plate (yield strength)? or Fu of...

Thank you very much for the answer. To clarify, I am mostly interested in a one level of support system. The failure mode for those systems is by a big sliding circle (same as slope failure) as opposed to the failure mode of a multi level support system (a vertical column of earth going down...

Hello, One of the things i learned from various shoring books is that for soldier piles with 1 level of tie-backs, a common practice is to consider a hinge at the bottom of excavation to calculate the moment on the piles and the tie-back forces. This method improved my shoring design...

@PEinc/ @ EireChch: Thank you for the insights. I never considered friction before in design and I also never considered any increase in allowable yield for steel. I always end up with higher pile sections than my peers. for now, I will introduce these two options to my design in order to get...

Thank you! I have some drawings of existing shoring with very light pile sections. Under the normal rankine (no friction with the wall), the sections seem to be under designed. I thought maybe the designer used Rowe's reduction factors but I gathered from my research that it is not used unless...

Another question, is the use of friction on the back of temporary soldier pile lagging walls to calculate the pressures common?

PEinc and DaveAtkins: Thank you! This is a purely theoretical question, but wouldn't be beneficial if there is also research on the reduction moment for the soldier piles? The system seems to me like it's more flexible than sheet piles and it would result in more economical sections if the free...

Happy Tuesday everyone. I know this question has been asked alot, but I would like to ask add my voice to the confused crowd. Is there any paper or reference that proves that Rowe's reduction should never be used on soldier piles with one level of supports and only be used on sheet piles? I...

@dik. Thank you. i get a similar number too. I only wanted to check because i did not want to be overdesigning it.

sorry for the confusion. I would like to just know the number you get (allowable moment) to compare against mine. I understand HP are not good in bending but all the reductions we make seem very limiting. can it be designed using plastic moment or only elastic moment? Thanks alot,

Hi Everybody, I have a really simple question but for some reason i am doubting myself. what is the moment capacity (allowable moment) for HP12x53 with a length of 5m (continuously supported)? I am asking because in CISC, it's not even class 3 and i end up removing some flange width to get it...

Thanks for the response. Another question that i have is why CISC is requiring interaction between axial and bending AND bending alone to be less than 1 while AISC is only requiring interaction between axial and bending to be less than 1?