Any thoughts on a 2" thin cladding panel? Panel will be about 7'-0" x 4'-0" spanning horizontal. My worries are rebar shadowing, and also spalling. Granted they will be vertical, but the bars will only have 3/4" cover.
per ACI I can do 3/4" cover on a precast wall.
Im iffy about going so thin.
Anyone know if ASSHTO allows rebar to be field bent as needed if it has a conflict? I have some bars protruding and need to bend them out of the way a bit.
I am trying to understand buoyancy uplift on a footing.
For example, If I have a pedestal wall footing, say 2'-0" deep, pedestal wall 8'-0" (10'-0) total, and the water level is at the top of the wall, Am I safe to say I can reduce the bearing pressure on the soil by 62.4*10'-0', or that value...
I dont have a full geotech report, but I do have a ultimate bearing capacity (strength limit state) of 12.5+1.5Bf. What is the 1.5Bf? 1.5*Width of footing?
I have never come across that before. Any ideas?
I was approached to do engineering on easily a million dollar home by a guy acting as his own contractor. I saw the 'internet bought' plans and kindly told him to hire an architect and a builder. I also said that I was not interested in the project.
He replied back that I was highly...
Got a building where it has a bowstring truss roof. Off to one end, they added on a small addition to make a L shaped building. The addition had a flat roof, wood joists and decking.
Now its being rehabed into a strip mall, and the flat roof will be torn off, and trusses added. Leaving the...
Anyone know online where i can get prelim truss reactions for a scissor truss, or do you figure them yourselves?
this is a new project to determine if a wall can take some horizontal force. Just need to get a prelim design going.
I am designing an angle supporting a concrete beam with hilti Kwik bolts into a CMU wall. I see the loads they give are allowable loads. I have factored reactions from my beam, and designed the angle using factored loads and plastic design.
Now would you re figure a service load and re figure...
I have been asked to design a flag pole, 250' tall for a flag pole for a flag 50 feet long. heres the kicker, he wants to use old W shapes to make the pole, and have them cut to be tapered to make this thing. I am at a loss how to design this. Anyone ever done this before?
I have been asked to look at a flat slab in a L shape configuration on its side, 8' wide, with 1.5' downward return. All sections 6" thick. Whats the best way to analyze this, Do you consider the whole slab stiffened by the return, or do you look only at a certain width stiffened? I am worried...
See attached. I have a concrete landing to design, supported at the top and bottom by a steel angle. I am worried about the extensive cantilever at the bottom, usually I design as a cantilever from the front of the landing, but the backspan is usually bigger. I can have a support angle at the...
Working on a mat foundation on rock. This is preliminary, and I was going to assume a k value of around 200psi. Im not sure if this is the best thing to use since its on rock. Due to the loading, I will get some negative bending in the mat, and im not sure this is the best approach to this...
Whats the best way to design a embed plate at a corner of a piece of concrete that has the headed stud coming off the interior of an angle at 45deg into the concrete. A contractor I work with alot likes this detail, I am just not 100% sure what design value to give it. Do you take the edge...
Im designing a LRFD footing for a bridge. Its a spread footing, and to help with beairng the geotech is talking about compaction grouting or a stone column foundation. At what point would you consider these improvements to allow the footing to be designed as on rock instead of soil, or would you...
What symbol would you use to show a dowel being welded to a flange of a beam? I am showing a fillet weld with the all around symbol, not sure thats correct.
Also, for the weld strength, what calc would you use? Just take the length of the weld? its a shear load on it.
Thanks
It as pointed out to me that when designing a retaining wall, surcharge is not added behind a wall for stability and eccentricity if it adds resistance for failure. Have anyone else been made aware of that?
I dont mean just the vertical portion either, the way it reads is all or none.
Any...
When providing guidance on foundation design for LRFD, do you provide a Interface friction angle or do you provide a coefficient of sliding resistance?
Also for the sliding resistance factor, how do you get a value of 1? Isnt the idea to be a factore to reduce the value?
Thanks
Just a generic question, not a project.
Why with similar columns, loads, etc does higher k factor alone control buckling, whats the controlling equation that allows that statement to be true for steel design?
