So, in thinking more about it, my gauge pressure should be static head + velocity head - pipe friction loss - minor loss, if that is all I have in the system before the gauge. Does this sound correct?
I am trying to determine the correct method for calculating the gauge pressure on a pressure transducer that will be installed on the suction side of a pump. This transducer will be used to set the water level in a tank that will be feeding the pump. There are several lines entering into the...
I have a building that has a lower roof that intersects a main building in between an upper and lower floor diaphragm. I am carrying that roof shear down through a short shear wall to the lower floor diaphragm. I have included a pdf to help visualize. These short shear walls (E.1 and E.2)...
How does that relate to the braced wall lines not being aligned and the diaphragms at different levels? I think that answer may have been an answer to my previous post about transferring shear through a basement level.
In this case there is no basement below. I have the problem with shear...
I have a 3-story hotel that has a lower lobby and pool roof that intersect the main building between the 2nd and 3rd floor diaphragms. In addition, my shear wall lines do not line up with the main building. Can I treat the lower lobby and pool roof as a separate building with its own shear...
So, it is not uncommon to sheath the walls in the basement to transfer the shear? I have the walls in the basement that line up with my shear walls above, but I am not completely familiar with what is common in these cases, so I have to ask.
Is it common to take a 12 kip load into a wood...
I should probably have encountered this before, but unfortunately I haven't, or maybe I haven't thought hard enough about it. I am designing a 3-story wood framed hotel with a basement, which is going to have interior shear walls. In my mind, I should carry the shear from all stories down to...
I agree with everybody's response. In addition to your comments, wouldn't this create seismic "banging". Each separate "partition" would bang against the next creating more issues, since there is nothing connecting them. This was my first thought, but maybe it would be insignificant in this...
I have a hotel design where the owner is insistent on limiting the transfer of sound through the floor. So the hotel is about 160 ft long x 75 ft wide. The floor diaphragm would have a break in the sheathing at every interior wall separating rooms (about every 15'). Attached is a detail that...
Maybe I am overthinking the code. Correct me if I am wrong, but the only description of a "regular-shaped building" is in 6.2, where it states that a regular-shaped building is one "having no unusual geometrical irregularity in the spatial form." However, when I am looking in the seismic area...
Does that mean my professor was wrong in using the tables in Figure 6-2 to calculate the wind loads for this building? Both Methods 1 and 2 list that they are only to be used for buildings that are regular. Certainly we don't use the wind tunnel method for any building that has any...
If I have a Type 4 Irregularity - Re-Entrant corner, the code states I can't use the Simplified Wind Load method because of the stipulation in 6.4.1.1. This method uses the zones labeled in Figure 6.2 and pressures in the following tables. However, I specifically remember my professor leading...
So, with the flange splice plate, you are extending the plate along the bottom flange enough to develop the shear flow strength in the weld required to span across the cut location on the beam? And, the plate that I am sizing will be sized to resist the bending moment at the location of the cut?
Here is a quick, generic drawing of what they would like to do.http://files.engineering.com/getfile.aspx?folder=6800c3e3-e1e2-4539-b40c-ac80ae81652e&file=FISH_PLATE_SPLICE.pdf
I have a welder requesting to splice a T Retrofit to the bottom of an existing wide flange beam. They are concerned they won't be able to get the T Retrofit into place without cutting it. They said that another structural engineer provided a detail for some previous retrofit work they had done...
A couple of questions:
1. Is there shear flow if the column loads are purely axial? (v=VQ/I) - There is no beam shear, just axial compression.
2. How do you segment a column between bracing? Obviously, there is a point where the existing column is adequate to support the loads if the mid area...
Is it reasonable to reinforce a steel column by welding a plate to the flanged on the minor axis edges (essentially creating a boxed section - biaxial symmetry) to strengthen a column? In the past, we have always reduced the braced length by diagonal bracing or simply additional beams. In some...
After reading the linked presentation from RFreund about the three different FTAO methods, I would be interested as well to know how the FE results compare to those methods.
