Search results for query: *

You could do your concrete design calcs for 20 kNm on a 1 m width of slab, or you could apply 16 kNm to a 0.8 m width of slab. It's directly proportional. The result is going to be some amount of required reinforcing steel. If you applied 20 kNm to a 1 m width of slab, then your resulting...

Wood-Armer is a design method. Mx, My, Mxy, and Global Moments are analysis results. Let's say we have a mesh of quad plates that is oriented as follows: plate local x axes point in the positive global X direction plate local y axes point in the negative global Z direction plate local z...

Actually, the Statics Check has probably been implemented that way intentionally, because the program does not actually analyze the model for the load prescribed by LOAD COMB commands. Instead it simmply combines the results in the factored proportions specified by the LOAD COMB commands. For...

It looks like it is just an oversight that the controlling code clause and Loading Condition are not reported on the member query dialog or in the Design Results table. But I should point out that this information IS provided in the analysis output file. I'll log the item now so we can try to...

I know this is a little after the fact, but better late than never... When refering to Mx and My for plate moments, be sure to keep the nomenclature straight. Mx does not mean moment about the plate local x axis. It actually means moment on the X face, where the x face is the edge that the...

There are two items to keep track of with ELEMENT RELEASE: 1. It specifies releases w.r.t. the plate local axis system, so use SHIFT+T to turn on plate orientation and be sure to understand the local axis system of the plate(s) for which you are specifying releases. 2. It refers to the nodes...

Check the same model on Build 6. My guess is that this is probably no longer an issue. Also, be sure to run your Direct Analysis on REPEAT LOADs that represent realistic loading conditions. Try to avoid running it on individual load cases that don't represent realistic loading conditions in...

In a pure sense, there is no load item that will apply a uniformly distributed line load to the edge of a plate. You can approximate it by meshing finely and applying nodal loads along the edge.

The reason STAAD reports plate moments in terms of moment per unit width is so you don't have to worry about that kind of accounting. The moment is normalized to a unit width, regardless of the element size. So in JulianHardy's example of 20 kNm/m: - a one meter wide strip carries a moment of...

1. STAAD.Pro does not consider material non-linearities. 2. STAAD.Pro can provide you with the immediate elastic shortening, but does not consider friction, anchorage draw-in, or any long-term losses. 3. If you assigned a temperature load to the steel bar, the program will distribute the load...

You can get detailed design output for HSS members if you design them against any of the AISC codes. Unfortunately you don't get the same detailed output if you use API code.

You can accomplish your goal by using a FIXED BUT support with a very low initial spring constant in the X and Z directions, and then layer on a MULTILINEAR SPRING support which will have that same low spring constant through the 6 mm delta, and then an appropriate spring constant to represent...