Geotechnical engineers, I have typically specified static load tests for our projects involving driven H piles to verify pile capacities. Some pile contractors are pushing to use dynamic testing instead. Can anyone provide some good resources that compares the two methods and perhaps highlights...
I'm designing a combined footing supported on geopiers where one column has uplift and the other does not. I've not encountered this condition before, so I'm looking for some input. The geopiers will be designed to resist the uplift, so I have to size the footing for bearing and then design it...
For the base plate to foundation connection at braced frame columns, what order of magnitude for tension do you consider significant enough to warrant a more robust connection than just anchor bolts and shear plates? I'm working on a project that has around 450 kips net uplift (ULT). I'm...
Is it possible to construct an inclined bond beam? I have a shear wall that follows the slope of the roof. The total vertical distance from the top of the wall from one end to the other is about 4ft. Thanks in advance.
For those structural engineers who have post tension design experience, what is a quality software that should be considered for purchase? I have used ADAPT-PT version 8 but had some issues with it. Plus it only designs slabs and beams, with no cosideration of how the compressive forces affect...
Fellow structural engineers, do you know of a good reference for guidance in classifying crack types for several types of construction? I recently made a site visit for a cast in place post tensioned parking garage that we designed. The only cracking I noticed were a few beams have 1 to 3...
Fellow structural engineers, I know the code limits the contribution of shear reinforcement to shear strength to 8 SQRT f'c bw d. But I'm interested in hearing your personal maximums, your engineering judgments on the matter. What do you personally prefer to limit the shear contribution to...
Our office has had much debate about this one.
The scenario is you have a grade beam spanning from drilled pier to drilled pier, supporting more rigid load bearing concrete walls (several levels) above. Do you design the grade beam taking into account the stiffer wall elements above will...
There has been much debate in our office regarding the following scenario (see attachment). A shear wall supported on a grade beam supported by three drilled piers one at each end and one in the middle. The only loads resisting overturning are the uniform weight of the wall and concentrated beam...
I'm designing some cantilever retaining walls where there is a slab on grade located on the heel side. This slab is a sidewalk for pedestrian use only, in fact no roads or driveways are located near these walls. I've looked at the IBC and it indicates for sidewalks to use a 250 psf live load...
Post-tension design experts, when you model your structure with your software of choice, do you somehow represent the dead load balancing effects of the post tensioning in your model? When you have long span (60 ft) beams with substantial dead loads, parking garages for instance, you get large...
Does anyone still use keys below cantilevered retaining wall footings to resist sliding? I'm debating using one, and I've getting conflicting ideas as to where best locate it (i.e under the stem, or under the heel at the footing edge).
Thoughts/Comments? Appreciated.
For the foundation design experts. I have a cast in place post tensioned building with frames spaced at 27 feet typical and 62 feet 2 span beams supporting 7 inch slab. The foundation type is auger cast pile groups with individual pile caps. Under frame action alone the dead and live load...
I have a cast in place post tensioned building with frames spaced at 27 feet typical and 62 feet beam spans supporting 7 inch slab. Lateral system is ordinary moment frames. The foundation type is auger cast pile groups with individual pile caps. Other engineers and I have been debating which...
Here's one for you Geotech guys. I have an existing shear wall footing that supports the wall obviously as well as s column load and two other smaller concentrated loads. It has been in service for about 5 years. We need to support two new columns on this existng footing (See attachment). Can...
I have a ramp in my model, but I cannot get it to distribute the loads to the supporting beams. It only distributes to the columns. For just a floor membrane element I can get it to transfer the loads properly to the beams but not for ramps. How can I accomplish this?
