Recent content by Charlie Delta Whiskey

Don't both the horizontal and vertical bars provide shear strength. When you make a 45 degree cut you can see that both the vertical rebar and horizontal rebar will be resisting the same amount of tension. Like I said, I could be way off though. Thanks for your help! EDIT: OK looking at it...

OK, I have searched and searched and even emailed old professors but I can't find an example of how to calculate the required spacing of rebar in concrete shear walls. Maybe its because it is never a big concern and usually the concrete has sufficient shear strength. I usually dont ever deal...

Thanks everyone for the tips. It makes sense now that I would put the working point at the centerline of columns and beams in order to most closely follow my frame model and to avoid any eccentricities or moments on the baseplate or elsewhere. As for dimensioning to the erection bolt on the...

Attached is a drawing of a braced frame I am working on. It is my first one that I have done and the firm I work at hasn't done any braced frames before. We mainly do residential stuff and this is a small warehouse we are currently working on. My question is about the line of the brace, working...

I think this was the answer I was looking for in my OP. Thanks for the wisdom.

I will add a second plug for that book, it has really helped me in the process of writing this program, and I have used MASTAN2 to verify my frame results. There was a problem with my tangent stiffness matrix which I fixed and my analysis now converges, whether I increment the loads or not. In...

Yeah I am amazed at how fast I can run 1000's of simulations (given they are usually just 1 bay, 1 story frames). 14 different load combinations + 7 or so to cover lateral loads coming in from either direction, dozens of different W-Shape combinations, hopefully no more than 5 or so...

An update on the original post, I tried going the easy route and applying all the loads at once and it doesn't converge with 100 or 1000 iterations (unless I make the lateral loads small, then it will converge in 2-4 iterations). I will try applying the lateral loads incrementally and let you...

http://www.eng-tips.com/viewthread.cfm?qid=437786

I am basing my program after Dr. Richard Balling's Book, "Computer Structural Analysis", which I used when I took his class at BYU. I believe it is quite similar to the method laid out in Matrix Structural Analysis by Mcguire, Gallagher, and Ziemian from Bucknell. I add a nonlinear part to the...

When you say "definition of how quickly the load increment increases" do you mean something like how many increments you will divide the load into?

Note: I already posted this in "Structural Engineeringa and Other Technical Topics" Forum but I thought people in this forum might be more likely to have knowledge of this: I am attempting to program a second order (geometrically nonlinear) plane frame analysis based on the Direct Analysis...

I am attempting to program a second order (geometrically nonlinear) plane frame analysis based on the Direct Analysis Method in AISC (reduced stiffness, notional loads, etc.) to use for designing Moment Frames. I already programmed a first order plane frame analysis program in C++ that works...

Can an ordinary moment frame use an RBS connection? We have always done this and used the appropriate R and Omega values, but AISC 358-10 5.2 seems to suggest that RBS connections can only be used in SMF and IMF. Am I missing something? Thanks.

Here is something from a textbook that I have implemented into beam and frame spreadsheets. I have found it pretty helpful. w_hat_x is the axial distributed load per local coordinates. w_hat_y is the transverse distributed load per local coordinates. I think that your equations are correct if...