A colleague approached me with a structural problem. He issued a drawing for construction where the tension reinforcement for a beam were specified less than required. (As(Reqd)=1783 mm², As(Prov)=1000 mm²). The slab and beam are now cast but formwork is not removed. I have advised him not to...
@canwesteng
Thank you for your quick reply. I am sure I can propose adding a 8"-10" thick pad on top to the client. But let me get this clear from you how will this work. We will roughen the slab top surface where the pad is to be built and then do we apply some sort of adhesive before pouring...
I am working on a project for replacement of small (5HP) compressors. Vendor shop drawings show light gravity and lateral reactions. (4.5 kN gravity and 2.0 kN lateral max) Existing slab on grade is a, 8" thick concrete with two layers of rebars. I have no concern if the slab will be able to...
@JoshPlumSE
I agree that this is a lazy construction. Usually contractors do shoddy work to save time and / or money. What I did not understand is that how were time or money saved in doing shoddy job like this.
@dik
Yes the sheathing is attached to 2x6 wall studs. The verticall joints between sheathing sheets are at the stud locations. What the picture shows is the horizontal joint between sheathing sheets.
I have just been to review the floor framing of a site. Though wall framing was not part of my scope but I noticed gaps of 3/8" to 3/4" at the horizontal connection of plywood sheathing. I know that recommended gap for expansion of sheathing is 1/8" to 1/4" minimum but what I found on site was...
@jayrod12
This is regarding your comment about the location of tension face of the foundation wall. The sketch below shows why I show rebars on the face away from earth in a residential foundation wall. But when it comes to a cantilever retaining wall, it is near the earth side. Does this make...
@jayrod12
Before I moved to North America, I never designed a retaining wall that wasn't a cantilever retaining wall. I still design cantilever retaining (CIP concrete) walls which is not part of any building. These walls usually have larger footings and heavier rebar requirements. It took me...
@jimstructures
Your reply is quite rude, especially when you don't know who I am. See the image below and if you rotate it 90°, then you must have done many structures like that.
@phamENG
You are correct in assuming that the studs will extend from top of concrete wall to the second floor level...
I posted a query two years ago regarding concrete foundation walls which are not considered laterally supported if the top end is not reaching the floor diaphragm. ( https://www.eng-tips.com/viewthread.cfm?qid=451821 ) I have just thought about a solution where by the wall studs are extended up...
I agree with L/600 approach. As KootK suggested, the channels should be stiffer than required which shall make the deflection negligible. Considering 60° load triangle over the 10 feet opening, the dead load from self weight of wall is not that high. 2-C300 (C12) should take care of it.
My client bought two bays in a commercial building and wants to connect them by creating an opening in the demising CMU wall. The wall is non-loadbearing but it is ±24 feet high. He wants an opening of 8'-0"H x 10-'0"W opening. I am thinking of adding two channels on each side of the wall...
@retired13
As per British and Indian codes, the effect of flexural steel on shear capacity is significant. I remember many instances where I was able to avoid increasing thickness of flat slab or footing to satisfy punching shear requirements because of additional shear capacity derived from...
I have worked previously in locations where British and Indian codes were in use. Both these codes consider the amount of flexural steel reinforcements (Tension as well as compression) in flexural members to determine shear capacity. Now I am working in Canada and CSA A23-04 does not utilize the...
@Ingenuity- Good to know about this solution for future projects. In my case it is a short 9'-0" column. So the contractor has decided to pre-weld column to baseplate before installing it into concrete.
@BridgeSmith- I have only top 1" of concrete (cover thickness) which I can chip off for...
All,
Thank you all for your quick responses.
I must agree that I did not think of welding bolts under the plate and then Hilti them in as suggested by @Ingenuity and @phamEng. I will go with this suggestion. @retired13 This is a suspended slab and not SoG.
I provided a normal HSS102x102x6.4 lightly loaded column (axial 50kN, shear 2kN) with a 20 thk base plate and 4-20Ø A325 anchor bolts with Hilti HIT HY200 on a project where the base building is existing. Now the architect has come back to tell me that he cannot accept the base plate and...
