Hi everybody,
Well, I'm stumped. I have an architect that wants to connect two tension rods that form the bottom tie of a roof system to a central hanger using a 4" diameter pipe section that is 2" long. He wants the rods to connect through the wall of the pipe and washers and nuts on the...
I am designing a barrier wall for an existing parking structure. The contractor would like to cast a perimeter wall on top of the precast plank hollow core deck. Does anyone have a good detail they can share for embedding the vertical reinforcing bars into the planks? The bar will have to be...
I have been tasked with analyzing a mat foundation of a rectangular concrete tank (about 130'x125'x16' tall). The issue is half the tank will be filled during service and rock anchors are installed along nearly all the wall locations (including interior walls) to guard against buoyancy. The tank...
Thanks for the comments. I'm sticking with the CLSM detail they want to use but advising against putting in bars on the basis that 1) they aren't necessary, and 2) drilling a bunch of holes in a tank wall when they aren't required is asking for trouble and should be avoided, if possible.
I'll...
I have a client that would like to completely fill a 8'x8'x8' cell in an existing multicell tank and cap it with a reinforced concrete slab. The cell shares two walls with neighboring circular tanks on opposite walls. The other two opposing walls are straight. The intention is to fill the void...
Thanks KootK, I was also thinking the requirement still needed to be met but that just seems so excessive.
I've read the code multiple times and read everything else I can get my hands on though and there doesn't seem to be any way around it besides making the control joints closer to reduce...
I've recently read through the many discussions already present on this topic in reference to both ACI 318 and, more relevant for me, ACI 350.
I'm currently designing a tank with certain walls that require very little steel for flexural strength (#5@12" or so). Unfortunately, the requirement...
Well, per my analysis. It's looking like the current tank is adequate in all respects except for tension. Not near the base but further up the wall where the hoop steel was reduced for the current design. In that area, with the wall height increase, the hoop steel becomes significantly...
Jed Clampett, I'm having difficulty visualizing your steel tee solution. Could you send a quick sketch of what your are thinking? I'm assuming this is to tie the added wall height to the original perimeter wall. If it's what I'm thinking it seems reasonable, in theory.
One other related...
Thanks for all the comments! To answer a few questions: it's a 29-ft diameter tank (Side question: This would be considered a "small diameter tank" per PCA, correct? Anyone know the cut-off diameter for "small tanks"?). The 10-inch thick walls are 14.5-ft tall with 8-ft being below the...
I'm currently using the PCA manual to analyze the capacity of an existing tank per ACI 350. The client would like to expand the capacity of the current tank as much as is possible by adding height to the walls. My plan is to determine the actual capacity of the current tank and give them a...
Thanks, jike. I've started sketching up something after finding a cut sheet for "cinch plates" that basically seem to show what you've described. Would you mind elaborating on the method for doweling cut block to adjacent masonry?
I was thinking the same thing, jayrod12. Seems like a lot of hassle = expense. I'd still like to have something in-hand as to how round openings are handled per code but, as far I can tell, all the details I've found show rectangular openings only.
Thanks jike. You wouldn't happen to have a detail showing the above would you? It would be nice to have something to show the architect when I explain why a curved lintel is unnecessary and I haven't been able to find anything as of yet.
I am looking for some information on typical lintel designs for post-installed, large round openings in masonry walls. My particular wall is an exterior cavity wall of 12" stacked CMU with standard face brick. The opening is for ductwork for HVAC improvements. The architect wants me to design a...
That's hilarious! Yeah, my company likes the "figure it out for yourself" style of mentorship the best. I essentially just need to come up with a conservative, all encompassing post-frame barn structure to analyze and to determine foundation loads. If that involves lateral bracing and pinned...
I did contact Permacolumn to ask them some questions about their brackets. According to the technical resource I spoke with the only brackets that will transfer moment are the wet-set brackets with the four dowels that get set in the concrete foundation. The post-installed Sturdi-Wall brackets...
The 1999 manual doesn't appear to have an example but on the NFBA website there are examples of these brackets:
http://www.postframeadvantage.com/design/foundations/poured-in-place-concrete-pier
http://www.postframeadvantage.com/design/foundations/pre-cast-reinforced-concrete-columns
And an...
I could use a little guidance concerning a Post-Frame Building analysis. I am looking at doing an analysis with the sole purpose of finding post reaction loads. The posts will be connected to a concrete knee-wall that runs the perimeter of the building. I've see in the NFBA manual a type of...
Sorry about the duplicate thread here; I'll keep that in mind in the future for sure! Thank you for all the guidance and I unless I can find some existing rational for considering side wall friction I will likely either recommend the existing structure be braced during future installation or (if...
