The rod is either continuous or is staggered each bay, but present in each bay. The deflection is an outward bulging similar to that shown in your diagram. I'm concerned that temporary lateral bracing may be required for the exploratory work. Thanks for the references.
While at a converted mill, the owner had me take a look at two unrelated areas both of which made me sweat and curse. One is a jack arch slab supporting an inhabited floor. The arches span between beams at 36" on center (presumed steel "S" beams) and are reinforced in the transverse direction...
I'm in a situation where I have been asked to verify that it is okay to remove an existing HSS6x6 from an existing building. I want a way to verify loading on it directly in the field, having run out of easy options for analysis, and am looking for suggestions.
Some background: The column...
I apologize if i missed it, but I don't suppose you can rely on anchor reinforcement? Others have mentioned treating it as development length... that is essentially included in chapter 17 (old D). If you can look to that, you will skip this bs and follow 17.2.3.4.5 to 17.4.2.9 and hence to...
The engineers I trained under, and everyone in the area of New England we work in, pin foundations to ledge if in direct bearing... meaning #5 redar embedded 6" or so into crystalline bedrock at maybe 48" on center. I have done so for years, but was recently questioned about it, and realized...
I think that building in flood plains should be allowed. I think that you should have to design for a reasonable probability... like 50% in a 50 year design life. If you were in an ICF house of piers 2' above the design flood, your house would probably still be standing when it got slammed...
That was the starting point. As mentioned, it's not the 100 year flood. Apparently it was just short of what they consider the 500 year flood. My data and my standards are based on a single real event, not a statistical analysis. FEMA says this area will not flood. It flooded. They...
The flood event:
http://files.engineering.com/getfile.aspx?folder=d0952600-5b0e-4b73-b0eb-b64079f42f72&file=USGS.01127000.66561.00065_-_worst_case_rise_of_quinebaug..pdf
Good point on the n value, but my situation is hydrostatic. Have you ever heard of a sediment load getting it higher than 63 for a riverine flood?
It's a strange job. The vent is a "flood vent" but with a 1 way valve on it (backflow preventer), because we don't want the hazardous material...
cvg: 62.4 is airless distilled water. The entire Connecticut River ran 780 mg/l (62.5 pcf) in a less severe flood event, measured in its estuary. I will clearly have more sediment than that. For consideration, if I presume that my my flood event runs 2000 mg/l my unit density will be 62.61...
I am trying to design a hydrostatic retention system for a riverine flood. I know the elevations and flow volumes during the design flood event, taken at the location, which is a real event from 2010 exceeding the FEMA 100 year flood. The project area is in a still water zone. I am trying to...
I am considering a mooring array with substantially separated elements and no positive connection (bumper, et c). The connections seem like a PIA to design and a difficulty/cost in execution. If cost is an issue, I think that giving a simple solution will be the fastest route to making that...
That is exactly the sort of thing provided in greater detail in the USACE report in the initial post. Interesting and vaguely helpful, but what I really need is a reasonable & established methodology for estimating forces so that I can go through the options with the client. I'm tempted to...
BUGGAR, The marina owner is going to be setting the requirements, and we will probably end up going through the criteria with him so as to create adequate specifications. I already have storm data from the FIRM and local FIRMettes. He wants to use reinforced concrete box-style floats, and seems...
Reference to previous thread: thread321-241023
My firm has been asked to provide a quote to design a floating breakwater for a marina on the Atlantic coast. Does anyone have any resources they have found particularly helpful in such design? What I would really want would be a ASCE or US ACE...
@kootk: not at all! thanks for the response.
@txstructural: that's also interesting, but the slab shouldn't see much lateral force aside from thermal which it should resist fully with a tiny fraction of the steel. i think that the real answer is the As/As req. they can then gracefully turn...
@kootk: What an excellent response. I agree in general, but would point out a few things. First, I'll sweep all of this into the realm of "theoretical discussion" by mentioning that this is a slab on grade, with no real moment... it's just over-designed (designed for settlement?). Second, I...
@JAE: Interesting. It had escaped my attention that you can simply use that to limit the connection capacity. In this case I don't have more steel than I need, but the tensile connection is relatively unimportant. This is negative steel at the perimeter, which was also tied downward to help...
A building has been constructed with less than the full required development length of exposed (set) dowel between a foundation wall and a structural slab. My past experience has been that the required tensile lap can be determined per ACI 12.2 and then the fraction of the normal design...
