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Thanks kootk I am reading through csa 086 and nowhere does it mention this too, the base shear loads are not high, (it’s a straight forward 4storey wood frame with excessively long shear walls) I will ask the eor, I suspect it is just something of a copy and paste, this note was in their...

Hi kootk, No clause specifically that I know of its just something an EOR stated in his drawings, I am wondering if it is code related and the reason behind it,

Hi, Anybody familiar with CSA 086 regarding shear wall framing requirements for double bottom sill plate at base of shear wall and foundation connection? What would be the reason for this? Thanks

Thank you sure appreciate the explanations

i guess we now have to disregard the bars >150mm clear from the column capacity and assumed to have buckled? Would 25mm be a real concern or am I overthinking this.

Quesetion: if column vertical bars has clear distance between bars at 175mm between one tied bar and non-tied bar exceeding code, what would be the cause of concern here? is the bar going to buckle once we are >150mm? we had noticed this one a site visit code states: ties shall be arranged so...

thanks for the replies, I had talked to a senior engineer in our firm about this and agrees that it is not required for wind governed walls to carry to the ends within 6inches although it is good practise regardless, 1.5ld (x1.3 for horizontal) seems like a reasonable inbetween,

i suspect this maybe a quick answer but just wanted to confirm a general consensus, if core walls are wind governed we would not need to provide fig. R18.10.6.4.1 - development of wall horizontal reinforcment in confined boundary element, where it states that reinforcing can be a straight bar...

thank you gents, that is the confirmation I was looking for cheers!

supporting beams are OK without composite action, I have 90mm topping on top of the deck. I do not know if the steel deck can be assumed composite if just cast on top of the steel deck with no studs as the steel deck is smooth as seen on site. I tried searching the canam catalogue but cannot...

Hi Guys, my factored load is about 232 psf (11kpa), for a triple span floor deck that is 38mmx0.91mm thk P3615/P3606 canam deck of spans 1800mm has a capacity of 7.45kpa, now if the slab is considered composite with the beams I have a capacity of 20kpa, I do not need composite action for my...

Hi agent, I will snapshot the situation I am working on and also write a detailed explanation on the checks I made, I feel like a non-contact lap can also work in this situation where the longitudinal reinforcing can even be cut right at the face of recess without hooking as I have drawn in...

Hi Rapt, see attached, I am thinking something along lines of det 1 and 2, if I can get away with det 2 would be great, I am thinking this will be depending on the moment demand at the specific location of the recess...

My L/d >4.0 so don’t think I can use strut and tie although that would be awesome as then my top reinforcements would be much less demand, Problem is I have recesses of 500 dp about 1.6m from a column and with my excessive top reinforcements lengths Ld+dvcot past column face it conflicts with...

Hi rapt I am working off Canadian code and I have a spreadsheet that calculates the required rebar development due to shear, and your right the demand is much less, I will have to ask my boss to see if this is allowed, because our transfer slabs is 2000mm thk and just following the typical bar...

No immediate drain near the area of concern, We had provided 40mm to top of reinforcing for all our jobs without epoxy coating for the reinforcing, Material engineer reviews our mix designs for parkade levels prior to construction commencing, I am almost certain there is no dci in it. Will...

For very thick transfer slabs 1500mm and greater, do you guys find it excessive that the developement length of say negative reinforcement over columns (regular supporting columns, not transfer columns) are made excessively long due to the dvCot(theta), for very thick slabs this number is...

Hi kootk the stud rails were just fabricated too tall for a different slab thickness else where, just wrong rails used. Thanks for the reply.

Hello everyone, I had recently reviewed a slab and mentioned in my site report that the stud rails were too high and may stick out of the slab however the contractor never followed up with it and now the heads have no cover, it’s literally flush with the top of slab, I still think the stud...

Thank you guys for the posts, it does make sense why we are underpaid if everyone is trying to undercut each other to get the job, but it appears we are different from let say, construction contractors, where there is an obvious difference between an expensive one and cheap one. I also see this...