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Dear all, It says in the ASTM Specification that the A307 bolt is originally proved in 1947, and I was told that the tensile strength at the year of 1947 was only 50ksi (now it is 60ksi). The official website of ASTM only keeps the specification records after 1978, and it is already 60ksi. I am...

Hi Gaston, It is not for fatigue analysis. I think of the same - using a simplified assumption. I try to justify the validity of the equations provided by AASHTO LRFD 2nd Edition (as described in the original thread). These equations are interpreted in terms of wheel load and is easy to be...

Hi Gaston, Thank you for replying! I have reached out to the current AASHTO LRFD, but I am hesitant to apply this equation to a random truck because P, as denoted in the Commentary area, is the design wheel load. Do you know if we can use this equation for any routine commercial truck? Also...

Hi Dave, Thank you for advising! I am still a bit confused. Tire Contact Area = Load/Tire Presure (say 100psi), then how are these two equations (i.e., Length=sqrt(0.004P), Width=sqrt(0.025P))derived? I am asking because I am doing FEA for bridge decks and need to model the tire contact area...

Hi Koot, This article is definitely helpful! Thanks a lot! Yochael

Dear all, AASHTO LRFD for bridge design specifies the tire contact area for the design load as a 20in by 10in square. This dimension only applies to design load. I am wondering if there is a computation method to estimate the tire contact area for any random truck. I searched for some...

Hi Kostast, Thank you for replying! Yes, I am talking about the yield line surface. It is good to know about the upper limit. Could you advise what is the reference for this limit (20 x t / 50 x t)? Additionally, I am not worry about the upper limit - I am worried about if the Whitmore section...

Hi JoshPlumSE, Thank you for replying! Yes, I would agree with you that an effective buckling shape cannot be developed for this connection plate. In this case, I am evaluating the tensile capacity (Whitmore section yielding). It looks to me that the Whitmore yielding is not likely to happen...

Hi Agent, Thank you for replying! I was aware that the Whitmore section typically refers to the last line of the bolt/weld, however, in the case that I drew, the Whitmore section intersecting with the last line of the weld is complete out of the connection plate, as shown below. From what I...

Hi All, I am currently evaluating a gusset plate, and the Whitmore section confuses me: Typically, the Whitmore section can be easily found by the two 30-deg angles, like shown in the figure: However, I meet a case that the truss member is all the way welded along the gusset plate, and the...

Hi everyone, Can anyone please provide an example of the Pucher Chart? I am having difficulty in understanding the unit of the Pucher Chart. For example, the unit for the Pucher Chart is [moment per unit length, such as kN-m/m], so if I want to calculate the moment on a slab in the unit of...

Dear all, I am using a shell element to simulate a thin plate. I anticipate that the shell element thickness should not affect the section moment, because the closed-form solution for the thin plate bending moment does not involve the plate thickness (the closed-form solution is shown in the...

Hi everyone, I am doing a project investing the computation methods of the moment on the slabs. I am aware that Pucher Chart is a famous tool in the old days and I am trying to get to know about it. However, it is kinda confusing for me, and I can barely find any illustration online. Can...

Hi university_professor, I understood that FEM is much more practical, but I am doing a project investigating the computation methods of the moment effects on slabs. That's why I referred to the Pucher Chart and I do want to understand what's the theory behind it. Thank you for replying...

Hi Retired13, I do found the article very helpful in the sense that it provides a closed-form solution for an influence surface so that I can use it to validate my model. Thanks again! Regards, Chan

Hi FEA way, Thanks for replying! Regards, Yochael

Hi Retired13, Thanks so much for replying! Yes I read the thread you attached, but it is not exactly the same as what I asked. Briefly going thru the article you attached, I found it may be helpful. I will review it again in detail later on. Thank you again! Regards, Yochael

Hi everyone, I am trying to get the influence surface of a slab, which should be exactly the same as the Pucher chart. For example, I want to use the FEA to get the following influence surface. Can anyone suggest how to accomplish this? Regards, Yochael

Hi FEA way, I am still confused. How does the "local CSYS" system work? For example, for this specific case, how can I get the moment in the y-direction in terms of in-lb or kip-ft or whatever (i.e., how can I get the integrated bending moment about local 1-axis)? Sorry for the confusion. It...

Hi FEA way, Thanks so much for replying. Would you mind take a look at the attached picture? If I want to get the moment in the y-direction, should I use the SM2 value times the shell element thickness? Thanks again!