Recent content by 1SEngineer

@hardbutmild Thanks for the response. This is the USA, so other foreign codes would not be relevant. FRP cannot be used as primary reinforcing, the last time I read up on FRP design codes. This pertains mainly to structural components like beams and slabs. FRP does not yield. However...

It's been some time since I researched FRP design. Can anyone tell me if FRP can be used as SOLE reinforcing in concrete railings? I'd like to eliminate steel. Please refer to specific codes. Thank You.

I have searched some older threads for an answer, but the responses are not totally relevant to my situation. We're renovating a 1920' era structure. It has timber piles with concrete pile caps. -I want to know if reducing the water table around an old timber pile will cause damage to the...

jgailla: Can you point me to a code or standard that says the the FFE should be 3' above the wetland? Thank you.

Pham: I do not see a drainage path from the wetland to the river. Regarding the "flood elevation" comment, the wetland's SHW is at 9.0 feet. I'm seeing this as the real BFE as stormwater has nowhere to go. BFE + 1' is the case here. Even at BFE + 3' we'd be at...5' + 3' = 8'. This is...

I am reviewing a site in North Florida... The site is in a FEMA X(unshaded) zone. There is a river passing by the house on one side, about 1,000 feet away. On that side, the nearest flood zone is AE, which is about 500 feet from the site. The BFE is 5.0 feet. There is also a wetland on the...

@koot: 1) Right. This may be the best route based on my response #3 below. 2) Well, I think Heff is too small, so a larger failure prism cannot be established. We used our own excel spreadsheet that calls for a projected concrete failure area. 3) We use a plate washer and nut at the bottom...

@wine: Ultimate @can: Typical pile cap reinforcing @bones: I thought about the bell shape as well. I, too, am reluctant to try to chip all that concrete. It might cause more damage. I have to look into the anchors you mention. Though I do not think they will be sufficient due to the lack of...

@jayrod12 Loads are: Uplift = 60 kips Shear = 20 Kips Yes, it's a 48" x 48" x 40" deep pile cap

This is regarding anchors for a steel column. The contractor installed the threaded anchor rods at the wrong location. We now have to post-install the rods. I cannot get brand-name epoxy anchor systems to work. 4 - 1" x 24" diameter rods with nut at end 6" spacing each way I am looking for a...

I'm doing some research on the possibility of using PVC Board as a buck for a window attachment. I was wondering if any of you all may have used PVC in structural applications...where you found the material data...what applications have you used it...etc. I'm looking for bending and...

All, Thanks for your comments. My responses: njlutzwe: After researching this further...I feel that this is the best route to take. Interestingly...I already have the 2001 Edition of AISI. I haven't used it in years. Bought for another project...way back. So...I've read through it...and I do...

I'm working on a very unorthodox design that requires the use of 1/8" steel plate to create large tubular sections. The plate will be cut from sheet and welded at the corners of the box. The rectangular dimensions vary quite a bit. I have attached a sketch of one of the larger shapes...which is...

All, I plan to: --Remove the retained soil --Install geogrid at intervals...</=36" o.c...about 12" above the top of the existing footing...and about 24" below the top of the wall. The wall is reinforced one way...vertically. So the geogrid reduces the bending moment and shear forces in the...

Ah...OK. I've already designed the wall using a Tensar product. Sounds like we are thinking on the same page. Thanks for the help.