I'm a month late to the discussion, but I too would like to thank SlideRuleEra for the website hosting historical information on his wonderful website. The gathered collection provided information that I otherwise could never find and was always extremely useful and interesting and I'm very...
Thank you for your assistance, Geotechnical experts. It has helped push me in the right direction.
I was conservatively considering the existing clay soil as cohesionless, to find my lateral stresses applied through the granular backfill onto my concrete retaining wall. After consulting some...
I have limited experience/knowledge with geotechnical engineering, but here is a problem that I do not know how to approach to find the answer. I hope your collective wisdom can help:
I have a 10'-0" deep retaining wall designed in a natural clay soil with a K0=1. To reduce lateral loads...
Thank you. I see no reason to do special design of the cross-bracing at the bearings of the curved joists (which will be special order) so that they can transfer the diaphragm's shear load to the wall at bottom chord bearing elevation. I'll leave those cross members to the manufacturer to...
Looking for confirmation:
I'm working with an architect on the design of a CMU masonry wall building with a curved steel roof deck and steel joists. The architect intends to have the steel joists bear on their bottom chord so that he can have clerestory windows along the whole length of the...
Yes the new wall runs parallel with the joists. What you describe is what I want to do. But I have concerns that the lateral point load applied to the joist will be too high for the existing joist-roof connection. If I spread that load to multiple joists running parallel with the wall (by...
I am retrofitting an old structure for a new purpose. Part of the proposed changes would replace an existing non-load-bearing masonry wall with a metal panel wall. This would induce loads too high on the existing columns for axial-bending interaction. Therefore, I proposed that additional...
Each element's end moments and deflections must be applied to keep continuity with adjacent elements. I think rotations would be automatically met in this case.
Thanks Stazz. I came to the realization a while ago that I'll end up doing just as you describe: including using Newtonian integration. As long as my error is no more .01", I'm sure everything will work out great.
Greetings:
I am trying to put together a program that will work in many many instances. I've worked it out so that for a given "element" (a given section of a continuous beam) I know the Moment, Shear, deflection, and rotation of both end points AND all loads applied onto the element.
How do...
Problem:
New equipment was recently added to a production plant. This causes noticeable (but not structurally worrisome) vibration in the concrete floor. This issue is that the basement is used for offices, and the noise from the vibrating concrete floor/columns (caused by the equipment) is...
I am checking th capacity of an existing compression member. The example in my LRFD 1st Edition Manual of Steel Construction shows that:
Fcr = Fy * e^(-.419*lam^2) when: lam <= 1.5
In my case, lam >1.5
What is the Equation for Fcr in this case?
I'm am used to using Fcr = Fy * Q *...
