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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...

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...

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...

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...

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...

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...

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...

Hi Everyone. I have a question regarding the composite filled HSS sections in bending+compression. This is for anyone familiar with both AISC and CISC. As I understand, in AISC, tables 6-4 and 6-5 give the cross section strength of these sections considering an interaction diagram. in CISC...

[highlight #E9B96E][/highlight] Happy New year everyone! I have a somewhat basic question. I am new to shoring (my background is petroleum engineering). I am trying to find the best way to size the piles and tie backs for a 1 level tie back shoring. What I am using so far is Supportit. I...

Hi Everyone. I am trying to understand something that a colleague of mine said it happens to secant walls. As you can see from the sketch, the secant wall has an earth pressure applied to it and my colleague said it will arch in the direction that is shown. I find it counter intuitive to...

Good morning, Could you advise me on how to calculate the flexural rigidity of the following section? I usually use the stiffness of the steel I beam alone but my deflections are really high and i was wondering if i could make use of of the concrete too. diameter of the circles is 1m and the...

Hi Eveyone, Is it feasible, or a good idea to reinforce a tubular section with a channel to help take bending? the load is applied on the tubular side ( the channel side will be in tension). the channel will act as a sort of cover plate to help with bending. Thanks

Hi Everyone, I have an elementary question about angles in bending. I have an angle in bending. Length of the angle is about 15" and the load is applied in the middle of the angle. (There is a sketch below). My question is: since the load is on the middle of one leg and not on the geometric...

Happy Monday Everyone, Could I get some recommendations on free FEA software to help me design connections or structural elements (near connections)? Thanks alot.

Hi everyone. I am working on designing a strand tie back on an H pile. however, the tie back will be at least 75mm away from the the pile. is this system of tie backs common? is there a design approach to follow for this? any references to guide me through the design. Thanks alot

Hi Everyone, I hope everyone's weekend was excellent. I was wondering if there is a place where i could find a design example of a guardrail (with the design loads as per occupational health and safety to the structural check of members and connections). This might seem like a trivial design...

Hi Everyone! I was asked to do a structural integrity check for a load beam for a pile static load test system. I googled the subject and I understand we have apply the load through a jack with a capacity of at least twice the design load. the jack is attached to the test pile from the bottom...

Hi Everyone. In Appendix 6 of the AISC, the strength and stiffness requirements for bracing are presented with 2% being the rule of thumb. Is the 2% of vertical load bracing requirement also valid for concrete columns? Do concrete columns have any special bracing requirements. Thanks alot!

HI Everyone, For anyone familiar with both AISC and CISC. I have a question. Table 8-4 of AISC gives the coefficient C for eccentrically loaded weld groups (out of plan force and at an angle of 45 degrees). I looked in CISC and could not find a similar table. The closest i could find was...