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  1. jrw501

    Fair Compensation for SE?

    STrctPono, I don't think there's a way to direct message on this site, but I created a twitter handle (@eng_jrw) if you want to DM.
  2. jrw501

    TEnsion only member and selenderness ratio

    I don't think it's going to fail because of the L/r ratio explicitly, but it might fail because a tension member with a very high L/r ratio is going to be quite flexible and prone to vibrating and wobbling, possibly causing fatigue-related issues down the road (at least that's my understanding)...
  3. jrw501

    Fair Compensation for SE?

    To give you another point of reference, I work in a small-ish office of a small-ish firm in a city with a pretty high cost of living. We do exclusively bridge work (highway and railway). If I had to guess, my company would offer you a similar base salary +-5k and we pay straight time for OT...
  4. jrw501

    Theory question (fillet weld loaded perpendicularly to faying surface for a temporary condition)

    That makes sense, thanks a bunch!
  5. jrw501

    Theory question (fillet weld loaded perpendicularly to faying surface for a temporary condition)

    Thanks for the responses and the reference! So the confusing thing to me is that it seems like by adding a weld problems are just being created because the welds are going to fail if they actually see that moment -- but I'm not sure that they're problems we're going to see in the real world...
  6. jrw501

    Theory question (fillet weld loaded perpendicularly to faying surface for a temporary condition)

    Suppose you have a steel box sitting on a steel plate with a force applied at the top perpendicular to the box. The box is heavy enough that the load doesn't cause overturning and the friction force is large enough to prevent sliding. Now suppose you fillet weld the sides of that box to the...
  7. jrw501

    Steel Plate Embedment in Concrete - UBC/IBC min. plate thickness

    Thanks!
  8. jrw501

    Steel Plate Embedment in Concrete - UBC/IBC min. plate thickness

    Hello, I'm designing a bridge connection that ties a concrete deck to a steel arch below it at the crown (preliminary phase of a project). I plan to embed a steel plate in the underside of the deck, anchored by shear studs (7/8" dia.). The stud plate will be welded to a vertical plate...
  9. jrw501

    AASHTO LRFD Bridge Design Software

    We mostly use LUSAS. But also some SAP, some MDX, and some DOT programs. For what it's worth though, we design mostly steel bridges (some arch, cable stayed, suspension, slab-girder, etc...). I have no idea what the licensing fees associated with any of these are. However, I can say I...
  10. jrw501

    Steel Connection Design Reference(s)

    I forgot to mention there were a few suggestions here (Blodgett for Welded and Tamboli): http://eng-tips.com/viewthread.cfm?qid=306165&page=1, any others?
  11. jrw501

    Steel Connection Design Reference(s)

    Salmon and Johnson seem to do a pretty good job, but I was wondering if there were any other references you've found useful (papers, books, manuals). I'm an EIT with little background in designing connections and would like to become more competent. Thanks.
  12. jrw501

    3 Day Prediction - Concrete Compressive Strength

    Curing conditions, chemical and mineral admixtures, and cement type all greatly impact this.
  13. jrw501

    Plate Girder Design with AISC 13th Edition

    @JoshPlum, I think that is correct. Lee et al.'s approach was limited to (what I'd guess) is the most common case where the taper is linear (and I think there's a limit to how dramatic the taper can be), flanges are equal sizes and there's at least one axis of symmetry.
  14. jrw501

    Plate Girder Design with AISC 13th Edition

    I haven't looked at AISC DG25, but the WRC Bulletin (#173) "Design of Tapered Members" (G.C. Lee, M.L. Morrell and R.L. Ketter, 1972) provides some insight and is used in conjunction with AISC 3rd Ed. App. F3. It basically modifies the equations for prismatic members with taper factors.
  15. jrw501

    Calculating the steel equivalent for a concrete filled steel pipe ?

    This is a pretty simple question and like most people here I'd suggest speaking with a mentor, but I'm sure a lot of things I'd ask would be considered simple by most people on this forum. Unless you also have axial load, you will primarily be concerned with inertia (your first equation) for...
  16. jrw501

    Combined Shear and Tension Stress

    Ft = 0.6Fy is the ASD equation for allowable stress for the tensile yield limit state. Fv = 0.4Fy is the ASD equation for allowable stress for the shear limit state. So it's not already accounting for combined stresses, but like I said, I'm not 'that' familiar with ASD, particularly with...
  17. jrw501

    Combined Shear and Tension Stress

    It was for ASD as far as I know. I'm a young'n though, so I'm a bit more familiar with LRFD.
  18. jrw501

    Combined Shear and Tension Stress

    First and second equations should say Fy^2=k^2(ft^2+3fv^3) and 1 = k^2(ft^2+3fv^2)/Fy^2 respectively.
  19. jrw501

    Combined Shear and Tension Stress

    Fy^2 = k^2(ft^2+fv^2) k-->5/3 (safety factor) 1 = k^2(ft^2+fv^2)/Fy^2 Ft = 0.6Fy Fv = 0.4Fy (5/3)^2*[(3ft/5Ft)^2+3*(2fv/5Fv)^2]=1 (ft/Ft)^2+(4/3)(fv/Fv)^2 = 1
  20. jrw501

    Combined Shear and Tension Stress

    Von Mises would suggest (ft/Ft)^2+(4/3)(fv/Fv)^2=1 (assuming a safety factor of 1.67), but this is conservative for low tension stresses. For reference you may want to take a look at a paper by Subhash Goel "Combined Shear and Tension Stresses".

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