BA:
Not necessarily. The tanks have high and low water levels but I'm not sure if levels are always equalized or if they can act independently. I don't have the plans in front of me, but in this case, the difference is around 10 feet or so. Not as bad as one side full and the other empty, but...
Thanks Jed.
I'm already using the higher load factors dictated by ACI 350. 1.7 for fluids from 318 plus the sanitary coefficient of 1.3 where applicable.
I've heard about the BOR document but this is the first time I've seen or used it.
The table format is throwing me off. Could someone look at page 10 and verify something for me?
a= 60/2 = 30'
b= 21'
a/b=1.43 (use 3/2 section in table)
What are the moment coefficients at the center-bottom of...
This is a new tank in a wastewater facility.
Thanks to all for the suggestions and questions. I'm still early in the design so I still have to resolve some things.
On a different note, does anyone have the errata for the PCA publication? I have the book as a PDF but don't have the extra.
I treated the wall like a cantilevered retaining wall. Conservative, I know, but I wanted to see what kind of resistance against OT it would have with service level loads. The slab/mat beyond the perimeter footing is very stiff so the wall acting like a cantilever RW is unrealistic.
Currently working on the design of a rectangular shaped concrete tank consisting of two 60' square tanks that share a common interior wall. It's retaining 21 feet of water, the bottom of the tank about 10 below grade, and the top is open (see sketch).
I've done several concrete tanks but none...
Thanks, JAE...I'm at least that far along.
In addition, to the values listed, I'm also using GCpi of 0.55 +/- as recommended by FEMA. Although, I don't really see that, since it's just got 2 small doors (one each end) and a total of 4 - 4'-0" x 4'-0" windows.
Yes, it will be conditioned.
I'm not sure if it will be used for something other than a shelter. The shelter will be owned by a University (they bought the old Walmart building and converted it for their use). Based on that, I would assume the possibility of it used infrequently for something...
I'm in the process of designing my first public, FEMA approved tornado/storm shelter. It's in the southeast US and is to be designed using 250 MPH design wind loads. I've run the wind pressures and I nearly fell out of my chair when I saw the loads. I'm currently reading through the FEMA and ICC...
At this point, the seismic forces have been modeled as point loads at the top of the columns only. Surprisingly, it does fairly well, although half of the columns become overstressed.
We are currently doing a structural analysis of the roof framing for a large dome (diameter=265'). The dome was constructed around 1965 and the roof framing consists of steel frames, rings, and secondary beams with a cementitious (Tectum) roof deck.
The primary ribs/frames are radial and...
Thanks for the info. I should have simply kept digging.
The 3 sizes in question are W14x109/111, W14x68, and W14x43. Looking in AISC 7th edition, The W14x43 falls under Group I, with the W14x109 and W14x68 falling under Group II -- both of which were only available as 50 KSI steel.
It's...
I've got a project with a combination of A36 and A441 steel for the primary roof framing. The A441 members are limited to a select few that experience higher loads (obviously). Unfortunately, the original structural plans only call out A441 and don't specify the grade. Per Table-1 in AISC 9th...
Sorry for the confusion in the first post. I had only briefly reviewed the original drawings and I'm new to post-tensioning.
No, there are not individual strands at 24" centers. The PT plans show "strands at 24" OC" and I previously thought that strands and tendons could be used...
Background:
The building is a 3-story building for elderly and handicapped on the Mississippi coast that was built in the early 1980's. The construction consists of 7" post-tensioned concrete slabs supported by CMU walls. The typical floor layout is similar to a hotel, with individual rooms on...
I switched over to a firm that does a good bit of LD about this time last year. Prior to that, I did structural design for nearly 4 years after I graduated college. But, I found I didn't really like architects, so I made a change.
Even after a year, I'm still adjusting to the switch from...
I'm designing a rectangular concrete tank (aeration basin) for a wastewater treatement facility. The tank is approximately 100' feet long with circular ends. There is a free-standing wall on the inside of the tank that separates the tank into 2 - 12' wide ditches. The tank will be an above...
