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Recent content by StephenEd

  1. StephenEd

    Shear at the base of concrete walls

    I would agree regarding redistribution if there is a lid on the system, but you mentioned that the top is free. How does the moment redistribute up the wall? If there is less than fixity at the base, the wall is not stable. As for the analogy to the snow on the slab - I've never really...
  2. StephenEd

    Shear at the base of concrete walls

    ------"the member is part of a redundant structural system that allows substantial redistribution of load and will therefor display adequate ductility"------ If the entire wall sees the maximum load at the same time (and in a constant fashion) is it really a redundant system? If the...
  3. StephenEd

    Factory Mutual

    Many of FM's design criteria are more strict than the governing building codes. This seems to be especially true for roofing components. We have binders and binders full of FM data. It's a pain in the neck, really. You think you have it licked using ASCE, ACI, AISC, NFPA, and the governing model...
  4. StephenEd

    Grout Spacing

    Could the 48" be the grouting lift height (i.e. low lift grout)?
  5. StephenEd

    strut and tie model and punching shear

    Do you have the new ACI code? There is a quite extensive appendix having to do with the strut and tie models. No "punching shear" to worry about. It doesn't sound like you have a cantilever or corbel (right?). There are some special ACI provisions for a "regular" beam if...
  6. StephenEd

    Concentrated load - SLAB on GRADE

    One problem is that you often don't know if you have control joints or other cracks at the section in question. Owners always see to be interested in putting slab-supported mezzanine columns on existing column lines which have saw cuts along them. Use a big base plate and be very conservative!
  7. StephenEd

    strut and tie model and punching shear

    I believe the reason for the development of the strut and tie model was to provide a load path which is more accurate than a deep beam model. To this end you have tension and compression forces but no shears.
  8. StephenEd

    Pinned or Fixed Connection?

    Depends on the nature of the bolting to the cap plate as to whether I would consider it "fixed" to the plate. What do you mean by "simply bolted"?
  9. StephenEd

    Structural Tee for mono rail beam

    Things to keep in mind: The capacity of the tee will be a small fraction of the capacity of wide flange beam from which it was cut. The section moduli for tension and compression in a tee are very different from one another! Be careful which one you are using when checking the lateral buckling...
  10. StephenEd

    A36 Angle Iron Beam

    Single-angle flexural members are very touchy and complex. They make my brain hurt too. Methinks a 6x4 spanning 20' won't work, regardless of the loading!
  11. StephenEd

    ASD Spec. for design of steel HSS

    Ack! I guess I need to read more carefully. My apologies! The HSS Connections Manual (1997) contains the OLD "AISC Specification for the Design of Steel Hollow Structural Sections" and is a supplement to the LRFD manual. It has no provisions for ASD (but you already knew that :) ). I...
  12. StephenEd

    ASD Spec. for design of steel HSS

    AISC has an entire new manual devoted to Hollow Structural Shapes. The "Black Book" has everything you'll need for HSS connection design.
  13. StephenEd

    cantilever lengths max - need back-up

    I'm guessing he assumed total fixity when he "computed" the deflection. Model in the actual beam with its corresponding rotation at the support and the deflection may go up considerably. While I agree that clients don't understand shears and moments, they sure can see deflection...
  14. StephenEd

    A slip connection for joist to beam flange connection?

    There are many companies that manufacture slide bearings. I've used Con-Serv on rare occaision ( http://www.con-servinc.com ).
  15. StephenEd

    Stone Arch Bridges

    It seems to me that the easy part might be the analysis and the hard part deciding what your allowables will be. Anything with "Hool" in the title is a good place to start!
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