The large transformers in the switch yard wouldn't have been required to be seismically tested because they weren't safety related (needed to prevent a meltdown). Smaller transformers inside the plant would have been shake table tested. Half of the engineers I worked with at the time had...
Based on the 5 or so plants I have worked at I don't think I ever saw a peak acceleration over 30g and that was for the US APWR on the polar crane, which was a newer design. They were all east coast plants. If you are just trying to approximate nuclear seismic loads then 1.5*30*weight should...
Equivalent static still uses the instructure response spectra. Basically you do a response spectrum or time history analysis of the entire building to generate instructure response spectra. Those instructure response spectra become the input for designing the substructure (piping or other...
Instructure Response Spectra is what you would be looking for if you were going to qualify equipment or design pipe supports inside a nuclear plant for seismic loads. These are building and floor specific at each nuclear plant in the USA. Like I said in my previous post generating these for a...
That US APWR DCD brings back some memories. I haven't worked in the nuclear industry in years and its been over a decade since I worked on the US AWPR but if I remember correctly all of the seismic loads were determined using a site specific dynamic analysis including soil structure...
I was kind of thinking of having the existing fill undercut and replaced with a lean concrete. The existing fill would just have to be excavated in short lengths along the existing wall so that the wall would be able to span horizontally between the sides of the cut. Kind of like underpinning...
Under the new footing? Do you think there would be any impact to the existing wall during the drilling process? The rest of the new building addition is on wall footings so I would be concerned about differential settlement between the wall on screw piles and the intersecting wall footings...
It is the same owner and it is not a home. I have the existing drawings and it is unreinforced masonry other than at the pilasters. The foundation wall is supposed to be filled on both sides with soil according to the drawings. There are no signs of distress in the floor that would suggest...
I have an existing building with a new addition to be constructed adjacent to it (both single story). The existing building has exterior walls consisting of unreinforced CMU with brick veneer (cavity appears to be grouted solid below grade). The exterior walls have reinforced pilasters...
These joists have double angle top and bottom chords with rod webs. The seat is another inverted double angle. The end diagonal connects directly to the seat, not the top chord. Unfortunately I don't have a picture where the joist seat is exposed (most are covered by spray on fireproofing)...
I have a project that may require reinforcing the chords of an existing open web steel joist (K series from the late 1980s). I am adding a concentrated load of approximately 600 lbs about 1.5 ft from the end of a 35 ft long joist. I developed a plot of the allowable moment and shear capacity...
So I have been looking through the program menus and the manual and cannot seem to find a way to set Cb = 1.0 in RAM Frame Standard Steel Provisions for the AISC 360-10 Code. Does anyone know of a way to do this or does the program not allow a user to override the value for Cb? I know it can...
KootK,
So it sounds like you simplified the analysis by assuming that the shear diagram is rectangular vs triangular. With the actual triangular diagram the V you show at the bottom left corner of panels 2 and 3 would become a function of the distance from the shear wall (V@notch = V@shearwall...
The joists span from A to D (there are a couple of interior bearing walls not shown). The joists are parallel to the shear walls shown as SW. What is left to right to you just to make sure I am interpreting your response correctly?
I have a metal deck diaphragm that has a double notch on one end. I am using the methodology in "The Analysis of Irregular Shaped Structures" by Malone and Rice for determining the shear and chord forces in the diaphragm (I know the book was written for wood structures but the analysis to...
