Recent content by Ryan H

I have a 24.5' x 64' section of slab on grade (10") that I have joints: 1 vertical and 1 hor. cutting the slab into 4 sections each 12.5 x 32 roughly. the architect has floor drains in the middle of the 24.5x64 section and the slab sloping to the drains. they want joints coming from each corner...

JedClampett, they will be determining the pipe location for sure. it's just right now they need to T off of the existing main line for a new sink connection and they want to set up the structure in such a way that the new sink line, trenched into the existing slab, is not under the new...

I have a condition where there is an existing water main in a condo slab on grade house. I am doing work that requires a new footing over the pipe. depth of pipe is unknown. I am proposing an 18"x18"x10" concrete footing flush with the top of the existing 4" slab on grade. I have a note stating...

kootK, 1) A masonry lintel can be two span, just as a concrete beam can. However, as with a concrete beam, this usually implies reinforcing placed near the top of the beam which is not how your typical, simple masonry lintel is usually constructed. correct, I would need to have both top and...

I have a proposed 7ft wide basement window condition in an existing 8" masonry wall. I am told the tributary first floor load is 6ft and there's 8ft tall first floor block wall above this proposed opening. without looking too deep into it, I assumed the 8"x8" x 7ft precast lintel wouldn't work...

okay, I'm sure there are some cases where it doesn't cancel out? If not, what is the reason for calculating both windward and leeward internal and external pressures for partial enclosed buildings?

Hello, General question here, just caught up in my own thinking and would like some clarifications when you have a partially enclosed building the GCpi is 0.18 and -0.18 when I calculate pressures for a building I calculate Windward and Leeward both twice, once with 0.18 and again with -0.18...

yea, my thoughts too I looked and a 10KCS1 shear capacity is only 2kips, and like you said this would put a 5.6 kip point load on the joist

I have a condition where in a podium style building there is a wall sitting on the podium level (steel k-series + pan deck 4" total thickness plus support steel WF girders). this wall supports the TJI framed floor above. the wall carries about 2800 plf. originally the wall sat directly on the...

yea I guess I'm down a rabbit hole All I know is the truck weight plus pay load is 60,000 lbs I was told to check punching shear on the slab to confirm the tire weight was good. from that I calculated 91kips in capacity for the slab, the sound right?

I have a 10" thick slab on grade with two mats of #4 @ 12" o.c. each way from ACI min equations for temp and shrinkage, the slab has equivalent reinforcing. As(min)=.0018(h)(bw) I will have larger trucks parking on this slab so I wanted to check for punching shear. assuming a conservative tire...

BA, I think I'm going to proceed with the idea of moment frames at 1/4 pts and drag trusses over top and clipped to the frame. I can determine the tension and compression chord forces in the wall top plates between each drag truss. I guess I would like to know with those forces, how can I use...

Denial, I am on your site, can you provide me an additional link to the spreadsheets? I see various spreadsheets but none that pertain to S.O.G.

BA, I guess I am going back to the idea that this building is going to want to blow over when the window hits the 100ft long wall perpendicular. what is going to stop that lateral force? I guess the answer is a combination of things: 1. the gable end shear walls 2: the lateral drag trusses each...

yes sorry reinforcing is across joints and I assumed active. subgrade materials are unknown because I do not have a soils report at this time, i'd like to assume average / below average as the site appears standard slab is inside a large 100'x65' building which will see municipal parking...