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Hello folks! I was wondering if there is a way to model a axial only member in RISA such that it would take no moment. I'm trying to model a wire rope that is picking up a frame at 4 points and would prefer it to be an axial only (tension only) member. Right now I have modeled it as a tension...

Dauwerda, The Bolt is ASTM A325 (threads included in shear plane). The plate is A992 Gr. 50 Fy = 50 ksi. The bolt needs to be able to develop it's tensile strength, although it is only 1% utilized in tension.

All, Is there a minimum plate thickness guidance out there for a UNC tapped hole. I have a 5/8-11 UNC tapped hole dia for a 5/8" dia bolt. There are 2 0.5" plates connecting to an HSS member. Is the 1" combined thickness of the 2 plats enough for the UNC tapped hole?

[highlight #FCAF3E][/highlight] I want to know how to calculate the tension produced in the bolt due to the moment in the vertical HSS member connected to the plate where there are two bolts on each side of the HSS member. The HSS member is welded to the plate on three sides...

Josh, Yeah all that you said makes sense to me, I guess I am having a little trouble with the terminology, like I don't know what a moment frame column is so I would not know how to model it. I will start looking into the different types of connections/supports. I know the basic ones, for...

Hello All, I am starting to model girders/beams in RISA and I am having a difficult time understanding boundary conditions. I have a basic idea but I am not fully confident about understanding the whole concept of Boundary conditions. I want to be able to understand how changing a DOF in one...

My RISA window says, "No information for General Material members here."

Hey All, I am trying to model a concrete T-beam girder (deck acting as flange composite with the girder). Since there is no way to model a T-beam in the concrete section modeling of RISA, I was thinking of different ways to model it in RISA. 1. Is it s good idea to model the flange separately...

Actually I found out a different way to do it, I calculated the slope between the two extreme points of the trapezoid, and then used this equation. P = Load on the higher side of trapezoid - x * (Slope) where, slope = (higher load - lower load)/total length(which is 13.25 ft) and x = my...

Yeah, just figured it out. Thanks everyone!

Yeah, that is what i want to know. How do i split it? Since it is a trapezoidal load ( Basic UDL + triangular load), the load distribution will not be uniform or equal for all point loads. The first point load, at the highest point of the trapezoid will be the largest point load and will keep...

Hey all, I wanted to know if there is any way I can convert a trapezoidal load to point loads at regular intervals so that I can demonstrate that as a moving load? Thank you

JoshPlum - I agree. But in your example, shouldn't the point loads be 200 lbs each to get a total of 50*200lbs = 10,000 lbs which would be the total load?

Thank you, I was thinking about doing that. Guess that is the only way!

Hello All, This is my first question on this forum and I hope I can contribute to the Structural Engineering community by helping others whenever I can and hopefully getting my own questions answered. I am trying to apply a uniform distributed load as a moving load and I know that I can...