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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...

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.

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...

Have you looked into STAAD?

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...

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...

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...

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...

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.

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!

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...

fattdad, Angles are 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...

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...

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...

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...

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

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...

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...

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?

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 -...