Does anyone have any advice as to how to speed up the processing time when running a custom vba code to interact with catia form excel say. (Im not referring to catScript).
For instance,when instantiating power copies or point features, my code can take more than 3 hours because I cannot...
Um, I dont understand your point.
I want to be able to use the data I see in the CATIA environment. If a line is created from a Point A and Point B I want to be able to use the same point (node) labels when re-creating the line element when post-processing the data for use in a structural...
Guys thanks for the response.
I had thought of saving to an IGES file and using some code to extract the node co-ordinates and line node connectivity data to Excel - typpcailly I write code in MathCAD, read in teh file and export it to another file format. However, I wanted to explore ways of...
Thanks but that isnot an answer to my question. I need the connectivity node data for a line element. I am amazed taht is a difficult thing to do. Is this a hidden attribute fora line element?
I am trying to export point and line data using a design sheet. I want to recreate the wire-frame geometry from a series of points and lines defined in CATIA. I am amazed how difficult this seems to be.
I understand that I can export the point data i.e point number and X Y and Z co-ordinate...
Not sure. The equaitons for ASD and LRFD are both based on teh ultimate strength of the material. There are additional ASD and LRFD equations for Yielding in teh gross area of a tension memnber.
Does any ome know why the calculations for the LRFD capaacity of a stainless steel bolt (ASCE 8-02) and carbon steel bolt (AISC 2005 Steel Building Specifications) is identical. But the calculations for the ASD capacity is significantly different from the ASCE and AISC Codes. The ASD factor fo...
Yes I saw that note too. But both equations are for the same failure mechanism and the commentary to the 2005 specifications for Chapter J appears to say that the nominal strength for the threaded rod is based on the threaded area assumed to be 0.75 times the bolt area.
I understand the thread area calculaiton.
The quesiton is
i) Can I ignore the Chapter J equaiton if I use the Actual thread area in the Chpater D equaiton for Net tensile fracture?
Chpater J appears to be an approximation to that of Equaiton D for net tensile fracture. The Chapter J equaiton...
I understand that there are two different failure mechanisms in tension - AISC Chapter D.
However, there seem to be two possible equations to desicrbie the net fracture failure under tension. The first comes from Chapter D and is based on the actual net area - i.e. the thread area, and the...
For Design of Carbon Steel Tensin (non-upstand) rods to AISC I understand the following limits to be applicable:
1. Gross Yielding (Chapter D)
a) ASD
Ab - gross area of rod i.e. (pi*d^2)/4 where d is the nominal diameter of the rod
Nominal Strength Fn = Fy*Ab
FS - ASD Factor of safety =...
Can anyone comment on why there are no longer any values for the wall slenderness limit of a HSS flange for flexure AND compression. (See Table B4.1 of the new AISC 2005 Specificaiotn for Structural Steel Buildings and AISC LRFD Maunual, 3rd Ed. Table 2.2-1 p. 16.2-4). The 2005 spec only fives...
Anyone notice that the limiting wall slenderness for a rectangualr HSS seciton under flexural compression has now been revised from
3.76 SQRT(E/Fy) - Table 2.2-1, p. 16.2-4 of AISC 3rd Edition
to
2.42 SQRT(E/Fy) - Table 2.2-1, p. 16.2-4 of AISC 3rd Edition
Hmmm
has anyone noticed that the LRFD reduciton factor for "strength of elements in Shear - shear yielding of element" - Chapter J - has been increased from 0.9 to 1 in the 2005 AISC steel specifications?
New 2005 LRFD Specifications - EQ J4-3 LRFD factor = 1
Old LRFD 3rd Edition - EQ J5-3...
Yes I have checked the numbers sveral times. The assumptions and reults are fully described in my original post. Yes origianlly i was getting a large nehative number. Putting F = Fy does not solve the problem - it is still negative. Try putting f = Fy in my original calc, the magnitude of the...
Thanks for the respones JAE. Unfortunately I have already tried setting f to Fy as per the latetst AISC Specification - see my post above. Setting f to Fy still does not solve the problem and "be" is still miscalculated. You can try for yourslef - all my assuumpations and loads are given in the...
Thanks. The new AISC LRFD specificaitons have significantly more equations and details regaridning design of compression members for Chapter E compared to teh 3rd Edition of the manual.
F has also been revised and is now given by Pn/Ae isnatead of teh previous HSS specifcaitons of Pu/Ag. f is...
