Tek-Tips is the largest IT community on the Internet today!

Members share and learn making Tek-Tips Forums the best source of peer-reviewed technical information on the Internet!

Register Log in
  • Congratulations MintJulep on being selected by the Eng-Tips community for having the most helpful posts in the forums last week. Way to Go!

Search results for query: *

  1. cancmm

    Area Edge Constraint

    I just have a couple quick questions regarding the Area Edge Constraint command... I have 4 adjacent shell elements arranged in a 2x2 pattern. Each shell element is auto-meshed into elements of various sizes, and the nodes along the original element boundaries do not coincide. I understand...
  2. cancmm

    Seismic Mass of Pipe Piles in Water

    Thanks for the vote. The piles are long and big, and the deck is relatively light, so we're evaluating how much of an issue it actually is. The contribution of the water increases the pile mass by 2.5x.
  3. cancmm

    Seismic Mass of Pipe Piles in Water

    I have a situation where I'm analyzing a bridge bent that includes open-ended pipe piles driven through water. Would the water within the pile be included in the seismic mass of the structure? I'm inclined to say yes but can't find any explicit guidance on this matter. Note I'm considering...
  4. cancmm

    SAP 2000 replacement, current company only uses bentley software.

    Have you looked into STAAD?
  5. cancmm

    Response Spectrum Analysis in SAP2000

    Just have a quick couple questions regarding seismic analyses in SAP... 1) Do the RS analyses ignore hinge definitions and other nonlinear components needed for a pushover analysis? Or do I need to generate a separate model? 2) Similar to the last question, I have a few rigid links in my...
  6. cancmm

    Dynamic Analysis of Asymmetric Structures

    I am preparing to analyze an existing pile supported structure for earthquake loads. The structure is subject to ship impact loads, so there is an asymmetric pile layout with batter piles angled in one direction. It's been a while since I took my Structural Dynamics course, but I was wondering...
  7. cancmm

    Shear Stud Design

    Question regarding the design process for shear stud connectors... I'm designing an H-Pile to concrete cap connection using shear studs due to high tensile loads in the pile. My immediate thought process is to design the connection using a shear friction approach, with appropriate checks...
  8. cancmm

    Designing a boat dock and boat house

    I agree with SlideRuleEra. I've worked for numerous coastal and marine consulting firms, and typical industry practice is to leave floating dock design to the manufacturers since these are proprietary systems. Waves, currents and ice can induce tremendous loads in addition to mooring and...
  9. cancmm

    Non-Contact Lap Splice

    Very helpful. Thanks! For future reference, the WSDOT paper referenced has been incorporated into AASHTO LRFD as well. However, it applies specifically to columns with longitudinal reinforcing that anchor into oversized shafts.
  10. cancmm

    Non-Contact Lap Splice

    I need to detail a non-contact lap splice that exceeds the allowable ACI spacing of 6" (roughly 8-9"). Has anybody come across design guidance for such an issue? Thanks in advance!
  11. cancmm

    Moment Curvature of Concrete Filled Steel Pipe

    I'm setting up a pushover analysis for a bridge bent consisting of steel pipe piles and a concrete superstructure. The connection between the pipe and the bent will incorporate a reinforced concrete cage. I know there are some current studies being done on this, but is anyone aware of any...
  12. cancmm

    Boussinesq Surcharge Formulas

    ...definitely acute but they do have an impact nonetheless. And yes, I am using the notorious factor of 2 in the equation posted below. Sigma = (2*q/PI)(Beta - Sin(Beta)Cos(2*Alpha)) The half mile was a bit of an exaggeration but it does highlight the scenario. Here's a set of parameters...
  13. cancmm

    Boussinesq Surcharge Formulas

    In using conventional Boussinesq surcharge formulas, I'm finding that the formulas are erroneous in that there is no upper limit to the applicability. In other words, I could place a strip load surcharge half a mile away from a 50' high wall and still see appreciable lateral loads being imposed...
  14. cancmm

    Lateral SE Exam References

    Thanks everyone for the input. KB4894 - If you fail, NCEES gives you a "diagnostic" which breaks down the topics and how many you got right in each. As expected, I passed with flying colors on the bridge portions but failed miserably on building topics like steel, wood and cold formed. Lesson...
  15. cancmm

    Lateral SE Exam References

    Just gearing up to study for the lateral component (bridge focus) of the SE exam this fall. I failed the morning component of test by two questions last year and I therefore intend to overprepare myself so I can put this godforsaken test behind me. My experience is in bridges and I'm therefore...
  16. cancmm

    Eccentrically Loaded Lag Screws in Shear

    Thanks all for the feedback and sanity check. Looks like exterior columns and footings are the best way to go.
  17. cancmm

    Eccentrically Loaded Lag Screws in Shear

    spats - I hate to say that I agree with you but I'm hoping to be proven wrong. If this doesn't work out and if removing the insulation is not an option (contractor worried about water penetration), I'll make the connection vertically non-supporting and keep a nominal connection to the house...
  18. cancmm

    Eccentrically Loaded Lag Screws in Shear

    I'm looking at a ledger design for a residential deck where the contractor wants to connect via lag screws to the rim joist. The problem is that the house is sheathed on the exterior with 1-inch rigid insulation. Unless the contractor removes the insulation (not preferred), there will be an...
  19. cancmm

    Vaulted Hip Roof

    Thanks Mike. Regarding (2), there is no room for a ridge beam in the current configuration. What about roofs with only one hip? Imagine a simple rectangular building with a hip at one end and a gable at the other. The thrust must be absorbed through through the roof diaphragm wouldn't it?
  20. cancmm

    Typical Entry level assignments

    I'd expect training by way of field work. There's a lot to learn on a construction site that isn't taught in the classroom. You'll likely learn quickly that you don't know anything about "real" engineering, which was lesson #1 for me coming out of college. Just ask a million questions -...

Part and Inventory Search

Back
Top