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Two other abbreviations often seen are SLO (Short Legs Outstanding) and LLO (Long Legs Outstanding) JPJ [thumbsup2]

I have recently been delving into the Appendix D "Anchoring to Concrete" ACI 318-02 and ACI 318-05 Requirements. Both years have similar requirements however some of the nomenclature of the 05 code is changed. I also downloaded the CCD Approach for Fastening to Concrete from the ACI Structural...

No, JR was an astronaut in that TV show. [thumbsup2]

Sorry, This is the link to the download page. (Download will not initiate without mouse click) http://www.aisc.org/Template.cfm?Section=2005_Specification&Template=/ContentManagement/ContentDisplay.cfm&ContentID=27871 JPJ

To All: AISC has posted links to the Specifation Part of the new Unified Manual for Free Download to all. http://www.aisc.org/Template.cfm?Section=2005_Specification&Template=/ContentManagement/ContentDisplay.cfm&ContentID=27871 One link to the Specification and one link to the...

To All: AISC has posted links to the Specifation Part of the new Unified Manual for Free Download to all. http://www.aisc.org/Template.cfm?Section=2005_Specification&Template=/ContentManagement/ContentDisplay.cfm&ContentID=27871 One link to the Specification and one link to the Commentary...

Shepard, Sometimes I've determined the optimum alpha location and then consider an effective lengh of weld which maintains a coincident alpha-bar. If that effective weld is sufficient, then the loading condition is satisfied. If that doesn't work, you may be able to design it similar to...

AISC Memberships for 2 to 6 individuals in one firm costs only $160. If you split it up that comes to $26.67 each. You get free downloads of all 19 of their Design Guides valued at $60 each. When the new 2005(?)Unified Design Manual comes out you will get half price on the manual. You get...

I maintain that the time-tested division of units found in the imperial system of measurement is more user friendly than the metric system. Admittedly, adding a column of figures involving feet, inches and fractions was at one time a laborious and tedious process. These days however, it...

I think the reason the US hasn't converted to metric, is similar to the reason Structural Engineers haven't converted to LRFD. (I know some engineers have switched so please chill out, the majority of us haven't.) There is no cost benefit to change. In fact changing over will cost a...

I just looked in my ACI 318-95 and that section is shown as revised. Perhaps the older codes made a recommendation of (2.67 sqrt f'c)/fy as a minimum (I found this formula in an old textbook) whereas the 95 code makes it a requirement. For using the effective "beam width method" I described...

Welding a threaded rod to the top of a base plate sounds more like covering up a mistake rather than solving the problem. I would have the contractor field drill through the base plate, and into the foundation, far enough away from the original anchor bolt that the vertical shaft will not...

Like IRstuff, I too like Mathcad. I know some people like to create worksheets in Lotus or Excell for repetitive calculations. But I believe Mathcad is far superior to use. I've created numerous worksheets for designing all sorts of conditions. The thing I like about Mathcad is you can see...

You may be able to go out and measure the beam. Usually when I field measure a member, Depth, Flange Width and Flange Thickness is enough to identify the section. For an older shape, take notice if the flanges are sloped. It was very common for older section web thicknesses and flange...

whyun, AISC Design guide 15 covers historical sections. Printed out, the design guide is over 300 pages long. From previous experience with historical sections, I'd say 18B40 sounds like a correctly called out section size. This is a link to the download page, but you have to be an AISC...

I guess I won’t get an “atta boy” with this post but I'm sorry, I kind of agree with the fabricator. I've been working out here in the eastern part of the US and going back at least 50 years (I've personally experienced 25 or so), usually the fabricators make copies of the design drawings and...

I think it is quite common for the in place concrete to be significantly higher than the specified strength. The difference between the compressive strength of in place concrete and lab cured concrete is something of a side issue in that regard. As soon as this occurs a beam element designed to...

First of all, I'd like to make the comment that I appreciate bouncing these ideas around amongst my colleagues. The commentary in the ACI 318 for section 10.5.1 has answered my first question so thanks for the response JAE. My second question is more of a reality check than anything else. I...

I must say, the code clearly states that we want to insure that fracture is ductile, as you pointed out JAE and UsfSE. But now I have a new problem. The old rho is based upon the equ 200/fy which yields 0.0033 for 60 ksi yield rebar. The code as of 02 requires compliance with a second...

I am designing a concrete beam which, due to other constraints, has a width dimension quite a bit larger than may be required due to the applied loading. Normally in a beam, the minimum amount of steel is limited by the rho = 0.0033 requirement. I noticed that if I reduced the width of the...