Recent content by egc

Thanks guys. Information has been passed on.

I'm attempting to help a graduate student locate a source of the #2 hot-rolled 60ksi deformed rebar that he wishes to use for building concrete models to test. I suggested using #3 but he says their equipment won't handle models of that size. I remember there was a supplier in the 80's that had...

Yes it was. Once I turned it off, we're exactly the same. Thanks BA and Brad.

I forgot that we also have the lengthing of the vertical member so the equation is actually: Delta = P*L2^3 / (3*E*I2) + L2*P*L2*L1/(E*I1) + P*L1/(A1 *E) Now I'm within 5% of Staad. Why I can't get closer I don't know.

Thanks but I had already removed the 2.

Well I found my biggest issue as I was using the sin(rads) when the code I'm using expects angles in degs. I fixed that and then compared to sin(tehta) = theta and the results are the same (surprise!). But my calculations and Staad still don't agree. P1 actually deflects horizontally a small...

So your saying that since the angle is small to just use the fact that sin(theta) = theta (Theta is in radians)?

I need to aproximate the deflection stiffness of an "L" shape frame (one with a vertical section supporting a shorter horizontal section - see attached *.png). The existing steel supporting the vertical member (not shown in picture) is assumed to provide complete fixity. I am going to assume...

I have review duties for a bio-fuel project in GA. It has a ramp for Volvo log loaders to use (4 wheels, 50k each max load). Ramp data: Walls are 14" thick and extend 4' above travel surface to contain the loader(s). Width: 35' (inside of walls) Fill Height: 10' Level Ramp Length: 35'...

We have a project where we have oversight reponsibility. The allowable contact pressure is 2000 psf. Since some of the equipment has dynamic loads (a debarker for instance), the design engineer has piling under large mat. In this case (95)-60k piling under a 32' wide a 116'6 long 2'3" thk mat...

I'm working on an overseas project where we have originally designed using AISC shapes (per specs). The client now wants us to use European shapes. What do we use for Tees? Do they cut Tees the same way AISC does (for example a WT4x9 is cut from a W8x18)? If so, what do I call a Tee cut from an...

Ah, another office debate! This is around determining the design wind pressures required for multi-component windows/doors. Assume you have a 25 SH unit mulled together with a half-round top unit. Two cases: 1. If the manufacturer supplies a pre-engineered combined unit with a unit rated...

Bylar, While I work at the same company, I am not the EOR of these buildings and therefore can not "dictate" design methodologies. I am only serving as a technical consultant (my main responsibility is construction plan automation). I too visted the Dade County area after Andrew as well as...

By "out-of-plane" do you mean lateral forces at the truss support (parallel to the truss)? If so, then strap type anchors loaded in their weak axis direction supply minimum resistance (to me replace minimum with zero). Depending on the magnitude of the lateral load, Simpson and USP have various...

Okay. UcfSE, If it fails (in the classical sense), then you didn't design it right (:<). So how would you analyze this condition if you wanted to include the slab? boo1, That's right on target and getting close to addressing my question. I have searched the web high/low for anything...