Went to the site yesterday and the radial cracking is on most of the columns. Always on just one side and never extending through to the other side. I'm thinking of using a 12ga plate instead of the 2x8's. I've attached a detail. Any thoughts on this...
Actually headed out to look at the columns for the first time in a couple hours. In knowing the columns are 8x8's I can assume the roof spans are fairly long. I'm not sure if drilling a bunch of holes in the column to through bold it is something I would recommend. I'm also not crazy concerned...
Does anyone have any information on which if any Sikdur product can be used to fix cracks in a wood column? Am thinking inject cracks then full wrap with carbon wrapped epoxy. For reference the column is an 8x8.
No,. I was suggesting shoring,. placing new beam,. then unshoring,. then weld,. I was just saying. Not a real solution,. just throwing ideas out there. Also its 23'-0" long,. so yeah its going to be alot of welding.
I have a two span W8x10 in which my client would like to remove the center support. They are trying to keep the costs down for the retrofit and I am planning on using a W12x22 to support the overlaying roof structure. I am planning on leaving the W8x10 in place and putting the W12x22 directly...
yeah msquared48,. the slab is existing,. they have a couple conditions one with 2500psi concrete sidewalk and a 4000psi wall that is 6" wide,. Feel like I am working myself out of a new client. But hey the calculations are calculations,. and to top it all off the previous engineer they used...
Working with a new client who has been installing handrail posts with a 1 1/2" edge distance for years. As the new engineer they need me to create calculations for their shop drawings. I can't get the calculation to work for a 6" deep embedment into the concrete. They typically have the...
When you are analyzing concrete columns using SPColumn you are analyzing the column for that story. So from SAFE you are going to be getting moment above and moment below when the signs are different. Analyzing the column above and below based on these moments. So for a condition where you have...
I have a steel water tank. Supported on a concrete matt on piles.
The seismic analysis of the tank using ASCE 7 and some other sloshing equations yield a base shear coefficient of Cs= 0.06 Wd. The tank and fluids weigh approximately 60,000,000 lbs. Believe it or not it has a 12 second...
Thanks. This all pretty much helped me confirm my own conclusions on this end. I am working on an equivalent soil pressure that would work and going to see if the soils engineer can tweak his end to get me that number. As for the slab, it's poured and set. The dowels for the thickened portion do...
