Search results for query: *

I am writing some VBA code for some standard drawings that we produce. Is there anyway that I can see things as they happen? An example would be that when you draw a circle, you can use the mouse to locate a point and then "pull" the circle to where you want it to go. You can see this visibly...

I got this response from the AISC. I wish there was a way of verifying the table numbers. I guess the best you can hope for in rectifying the equations to the table is to get close. ___________________________________________________ The tables in the Manual are not meant to be reversed...

There is a fair amount of tubes that do not met the requirements. HSS8x8x3/16 is an example. Once the section goes past the non-compact region, I'm having difficulty determining the rational to get the same results shown in Table 3-13 of the new manual. The CD of examples that came with the...

Does anyone no how to get the effective section modulus for hss columns for Slender flange and web elements. I have tried calculating the I(effective) with the b(effective) removed from the compression side. TheI calculate the new section modulus based on the new area and displaced NA. I'm...

We just "upgraded" our plotter from a Xerox 8830 to a Xerox 510. The salesman claimed that the new printer could print even finer lines than our previous printer. He was right but...If I print using window setting for the printer, the line quality looks pretty good. A little lighter than...

I am having trouble with the following formula. I am trying to add a series of numbers based on the following criteria: Row 7 must be a blank number Row 6 must contain certain "triggers" if these two conditions are met then sum the related cells in Row 9...

I've been on both sides of the issue having worked for different fabricators. Sometimes the EOR for the project designs the connections; sometiems the fabricator designs the connections. When you specify an AISC certified fabricator, I believe that the plant is required to have an engineer on...

Thanks!!!! That was really annoying.

I've been using the Layer Toolbar to change layers, or to find the layer of a line. Pretty simple really. All I do is "click" the line in question, and the lines layer shows up in the layer toolbar. If I want to change the layer, all I do is use the toolbar to select another layer. I've been...

Thanks you for your replys. Doesn't shoring only apply to situations where you are pouring concrete on top of your deck? If the steel deck is going to be your roof deck, then it seems to me that any loads listed beyond SDI cons't max is just there to nicely fill out a table, and is really...

My question is simply this. If SDI limits construction spans to a certain maximum span, is ther any practical application of a cold-formed steel deck beyond this span. For example: 20 ga B-deck 3 span condition can tolerate 53 psf for equal spans of 8'-6", but max SDI construction span limits...

I have found the turn-of-the-nut method to be impractical for most applications. I do believe that it is the most reliable, but many inspectors refuse to accept it unless they are right there watching you install each bolt. I prefer DTI's mostly because they can be check after the fact. I...

In the past when I have seen Light gage curtain walls they have framed from the ground to the diaphragm as a support bypassing the structural beam. I now have a client who wants to frame from the ground to the bottom of the beam. The problem I see here is that I don't really want this to be a...

I saw that, and was wondering if that only applied to the engineers drawings (the structural set). Does the same go for fabricator's erection prints as well? Thanks for your help.

Does the fabricator have to call out a weld specification for a field CJP weld. The previous fabricator I worked for always just showed CJP felds on the erection drawings, but was never specific about the procedure. The place I work nows head engineer insists that ALWAYS calling out a specific...

In ACI 318-02 D.5.2.3, hef is limited to cmax/1.5. Figure RD5.2.3 is not particularly helpful since c1=c2=c3=4". My question is that for use in (D-6), is the cmax correct? If I have two anchors in tension that are 16" apart, and c1=c2=13", and c3=cmax=29", is hef limited to 19.33"? The figure...

The code for CA is the 1997 UBC, but california has made some changes, repackaged and resold the code as the 2001 CBC. Some municipalities in California don't care if you list the 1997 UBC as the code you designed by. I have received plan checks where the only comment was that I designed to...

Thanks for your help. I can never quite figure out how our IT guy saves and adds things to our computers. I've still have some old R14 support files in my hard drive. I'm always scared to ask what they are, for fear of creating a new problem and then having to wait 2-3 days for him to get time...

We were just upgraded to 2004. I have a four button mouse, and the thumb button use to be customized to give a pop up menu of osnap settings while drawing. I know that Shift right click will do the same thing, but I'm a creature of habit. Is there a setting in autocad that will turn this...

Does anyone know if California is accepting the IBC values for shear wall design. I would like to use a light gage steel diaphragm over steel studs. I know that the 2001 CBC has values for plywood, I was just wondering if they accepted more current design values.