Spats on thread507-333478 you mentioned using the PCI design manual to figure the embed capacity. In PCI Design manual 7th edition it's Design Aid 6.15.10 and 6.15.11. If you're doing this for a handrail in a curb or something you have much less concrete in the transverse direction, how do we...
I have an aluminum member that is hollow and we need to reinforce it in order for the cantilever from the base to work. The client has proposed using a 12" solid member inside the tube and just sliding it over but as we all know I need composite action in order to make that work, I can't just...
I'm trying to find some information on the manufacturer of this panel type. I'm going to the site to document next week I believe but wondered if anyone had an idea just based on the type of leave in forms they used and the rectangular shape. I should have dimensions to help if that's needed...
Does anyone have any testing data on an anchor being installed into the top of concrete on metal deck with less concrete than is specified by the manufacturer? I know that's kind of specific but I have a project where they "have always done it this way" using 2" concrete on 2" deck but there...
I have a project where the original structure is brick piers with brick foundation/skirting walls and they have some areas where the brick walls were replaced with CMU. the issue is that the sills (pressure treated) and bands (untreated) have a gap to the foundation walls below. I'm trying to...
I have a building that has a PEMB adjacent to my building. It's all new construction and the PEMB is next to my CMU fire separation wall. The CMU wall will support steel joists on the west side and there will be steel frames in the storefront the east side. I don't want to model it as just the...
Went out to review a structure that has a vaulted ceiling, 7 degree slope (1.5:12 approximately) 4x8 beams 6'-0" on center, 2x6 t&g diaphragm, 28' long (wall to wall) with 1' overhang at exterior walls, 18' wide (three 6' bays). So I'm already looking at this like it's crazy but the main issue...
I'm trying to provide a connection detail to replace the end web member and I'm using a plywood gusset(probably 23/32" thick) and the forces are too great to get in enough fasteners based on their minimum spacings (Simpson SDS, SDWH, SDWS etc) you need like 3" min end distance then 6" spacing...
I have some 12" pre-engineered wood trusses that I have to provide shoring and jacking plan for. I don't like trying to jack a bottom chord at a panel point where diagonals come in (i'll run an analysis to see if the diagonals can handle it I suppose) or a between panel points. Is something like...
I have a storage facility that is being constructed. Floor plan consists of 3 floors of storage (slab on grade, elevated level, elevated level, roof). The elevated levels are supported by 2" composite steel deck with 2" concrete with 6x6 W1.4xW1.4 1" below slab. the slab is cracking like crazy...
I have a LVL that is supporting 1st floor, bearing wall of 2nd floor and vaulted ceiling. The beam is 3-ply and was nailed together insufficiently so the outside ply is separating and the beam has also rotated making the joist hangers pull out and the joists are not properly supported. The posts...
I'm designing a 3 story storage center with light framed cold formed shear walls, elevated composite deck concrete slabs and metal roof. The foundations and cmu stair/elevator walls are designed by others. I haven't had any correspondence with the other engineer and we got comments back from the...
Has anyone seen a double I joist being used as a beam/header? I have not and believe that this is not allowed by the manufacturer. I was just seeing if anybody ran into and had any guidance on it. I'm likely going to tell the contractor to remove it and replace it.
I keep getting this suggestion from an architect to sheath both sides of a wall to help transfer the loads around an opening. I keep telling him that this is just a wall and trying to figure out if this "composite beam" would work for the high loads I have would likely be time wasting. He keeps...
I'm designing a wood post with concrete foundation for sign support. We need to design it as a breakaway post. The sign manufacturer is suggesting drilling large diameter holes into the base of the post. I'm not sure how to determine reduced capacity for a break away and I feel like just putting...
Anybody know of good references for permafrost and cold weather design? Does Alaska have a state building code with guidance once these? does the Canadian code have guidance on this? I'll probably order a copy of both but want to ensure I'm getting something that will help me learn about the design.
I have a structure that has 8" cmu block on top of 12" cmu block for the basement walls. The 12" blocks are ungrouted and you can see down into them. There was a huge water mane break and the site and an adjacent site were flooded. I saw video of water coming up from under the slab at the garage...
I have a 14' tall granite rubble wall that I've designed and on site there is a 60" outlet pipe they want to run through the wall. I'm not sure how that would work. I think that at the location of the pipe there is no soil so there is some help there but that's a pretty big hole, almost half the...
What are your thoughts on using cold formed steel back to back between lvls to make a flitch beam where a certain A36 steel thickness isn't available in a reasonable time limit. Design the steel to work and bolt through.
