I’m reviewing a retaining wall design where in the footing heel, Vu < φVn = φ2(f’c^.5)bd. However Vu > 1/2φVn which according to 318-14, 9.6.3.1 would require a minimum amount of shear reinforcement in the 13” footing.
Does 9.6.3.1 apply for a footing. I assume it does since it is a...
What is the common procedure for installing fasteners at connections where there is also a truss plate? My application is a post frame ag building and specifically attaching knee braces to trusses and trusses to columns. Fasteners include wood screws and 0.20" diam. ring shank nails...
SlideRuleEra, maybe I missed it in the documents you linked but I don't think that's what I'm looking for. I'm not looking for information on the design of the column but fastening side members to it considering the laminations. Is the edge distance from the whole assembly or each lamination, etc.
Here is a picture of the header beam at each column. Screws would be used to attached the beam into the built-up column. End distance for the fastener in the side member is straight forward, It's the requirements for the main member I'm looking for information on. Simpson said their screw...
I’m designing a 60’ W x 80’ L, open sided agricultural roofed post frame structure that will sit on top of a concrete wall. I’m trying to use nail built-up 4 ply-2x8 columns. The columns are orientated so that the knee braces are attached to the wide dimension of the column laminations. No...
IMO no, I believe the common 3" requirement deals with the variations in the subsurface elevation and stability during a pour. I say keep it at 3".
Depending on the size of the job. We have found it beneficial to pour a mud slab using lean concrete to form a stable level base to build off...
>The 2014 CRSI cantilever retaining wall design guide references ACI 318-14 and they also use all the typical provisions from the various beam/slab sections of ACI 318-14.
OK, good to know. Thanks
Yes, Thanks.
I'm familiar with that reference. When I use it it sends me to either Beams or Slabs in 318-14. I'm trying to find if or how the 14 code requires it for walls.
I'm looking for a few references in 318-14 that I used to follow for retaining walls in older versions of the code. I realize the code has gone to a more member specific layout but I would think these items would still pertain. My application is a cantilevered retaining wall.
1. Minimum...
> Looks fine to me. It is a concrete wall, not a piece of art. The colour will somewhat even out over time, but if you want it all the same colour, plan to paint it.
I agree, looks good to me. I'd also worry about the integrity of any skim coating fix you may try. Might end up with more...
I'm looking for some type of reference that supports producing a watertight construction joint by sandblasting or water jetting the surface of the first pour to 1)remove laitance, 2)provide roughness, and 3)enable the new pour to bond directly to the first pour's exposed aggregate.
My...
One thing I learned is that the HEC-RAS procedure used is based on a broad crested weir which is not affected as much by submergence as a sharp crested weir.
I said "developed by Brater & King," but that's not really the case. Brater and King published work done in '47 by Villemonte. Possibly the method used in HEC-RAS is based on something more recent?
What is the best method to compute Q over a submerged weir?
My discharge is 344 cfs, weir length = 40'. Tailwater is 1.4' above the weir (H2). Assume a sharp crested weir.
The procedure in HEC-RAS results in no reduction, so H1 = 2.0'
The equation developed by Brater & King, '76 results in...
Modeling a system in very flat topography that. Channel has a wide flood plane once it jumps out of its ~2yr channel. We have set up a HEC-RAS and it is interesting to notice that the HW on culverts are higher using HEC-RAS than HY-8. 1.7' higher for a Q of 387 cfs.
Assuming one has...
Here is a follow up to close out this thread.
Two sets of cores were drilled and tested. Average strengths were 4000 psi and 3600 psi and the lowest individual break was 3400 psi. Since the averages are greater than 85% of the specified strength and any one core does not fall below 75% we are...
Thanks for the replies.
First, I don't want to discuss whether or not the concrete needs to be removed. I appreciate all the comments on not being too hasty in removing concrete. I agree, but for this thread let's just assume there is no alternative.
Contractor is very experienced and we...
Assuming that coring confirms a low 28 day break, we are planning on removing a section of a concrete wall we are building. Wall is 18" wide and the section to be removed is 9'x30'. Section is defined by a construction joint along the bottom with steel reinforcement in the upper wall lap...
