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Thanks guys, HotRod, my thoughts exactly. I have nto actually went to view teh slab yet, as I explained to him my opinion, and I think he realized that he was not going to have my full support in terms of recommending replacing. dik - I wasnt actually involved in teh buid, i just got the phone...

wow, thanks guys, I was not expecting that many responses that quick, and late in the day. In my haste of typing the original post, I should have clarified, this is an issue that has come up on the 1 year warranty walk through, so the slab is a year old. not much point in adding saw cuts now...

I have a homeowner who is pretty worked up about sawcuts not installed in his slab-on grade for garage/driveway. He wants his homebuilder to re-do both slabs, which in my opinion is quite over teh top. is tehre any suggestions of how to possibly approach a recommendation? really the only risk...

Hi All, just basic question. I tried searching but was unable to find a previous thread of the same. If someone knows one, please direct me to it, as we dont need a second thread of the same. I guess my question is, What design code is used for structural elements on a minesite? I currently...

thanks SKis. I do have that standard, but frankly, the cover required from fire rating, and table 17 of A23.3 are more stringent than the parking structures code, which would mean table 17 governs regardless I believe

kootk, you are correct in the sense that when the steel begins to yield, it will get a higher strength than the yield strength number(stress-strain curve), HOWEVER, we do not design with the ultimate strength values, which is what you would be in turn doing. the theory used, for safety...

Kootk, just adding depth to the top wont do it. it will already be governed by yielding steel on the tension side (most likely), so adding in your compression zones, means you need to add to your tension zones as well. it would be fine however in the areas of negative moment

thanks sandman, Iv had that cover, but not for structural slabs where cracks would be visible. I wasnt concerned about it until one of the threads on here i read, a few people were freaking out about having too much cover. tho frankly, I would prefer a few hairlin cracks vs seeing the rusting...

sorry to do this guys, but I posted it late in the day yesterday, any one on here today with any experience with this?

if you can have an angle across the top extending to both sides, you wouldnt need to worry about drilling. simply a fillet at the edge of the top flange on each side, welded to the underside of the angle. Then similar to kootk said, field bend the angle to bear inside the concrete drops, or...

if you can do #2 from both sides, no tension is required from the anchors, although that increases the welding more. I cant tell what is directly above the steel beam, but below the underside of conc rib. if there is space there, you could use a single angle on top, exting out in both...

I have a underground parkade to design, with 2 storeys below grade. At this point I am getting a headache trying to determine my clear cover for all reinforcing within the structural slab. It appears that according to Table 17 (CSA A23.3#-14) tells me I MUST have minimum 60mm concrete cover...

agree with jayrod, I just re-read my post, Sorry I didnt mean to sound condescending, which I realise I definitely did in my quick response, my bad. what i basically meant is that most on here have designed a simple beam, and this isnt much different. just weanted to point it out because...

Have you ever designed a concrete beam or any other typical foundation wall? its the same thing. apply the lateral earth pressure load from the inside, if it is slab-on-grade dont forget to add in the surcharge loading for whatever the usage is. get your moment, and put your reinforcing in...

BAretired, in my opinion we in Saskatchewan (Saskatoon for sure) have a large problem with contractors having the attitude of 'well this has worked forever, why should we change it now..', even though these things usually haven't worked forever, they just weren't the ones that were called in...

Thanks for the reply, The problem with pouring it monolithically, is that I have just pushed this same issue further down the line. this landing extending out, then 90 degree to the next flight, and then another 90 off that next landing I have though about the same in anchoring angle for...

I have a concrete stair/landing detail that I can not figure out. see the attached, my landing spans side to side. I have seen this detail used a few times, but I am not a huge fan of it due to the cold joint locations, meaning the dowels are in direct shear in those locations, and those...

shear is 12 kn and moment is 240knm

B16A2, It is 70 ft tall and about 2000lbs. I am thinking a 36inch 20ft deep will be fine, however i need to check that size with the soil conditions, which is what I'm Struggling with.

In my geotech report have the values for horizontal subgrade reaction (ks), can I use those as springs along the side of my pile to determine the deflection?