What is accurate? Will a 4" cube sample yield results similar to those of a 6" x 12" cylinder? The ASTM standard and the ACI variability allowances are based on a tampering rod. So why even bother. Cost savings? Agree w/ soilsguy. Beware of the hype of new technologies; they are not always what...
271828,
Sure:
ACI 10.5 - Minimum reinforcement of flexural members
ACI 10.5.4 - For structural slabs and footings of uniform
thickness, As,min in the direction of the span shall be
the same as that required by 7.12.
If you would not split the As,min required by 10.5.1, 10.5.2 and 10.5.3, why...
Clansman, I guess this thread will not die.
271828, All the steel needs to be on the tension face if your are designing for flex. steel. If desinging for T&S, then it can be distributed.
It is not like asking 100 people about Bin Laden. Most people have no factual data or experience in what...
Taro, I was wrong about the 0.0018bh. Completely agree w/ you that it should be used as min flex reinforcement for slabs and footings. So folks, please listen to Taro.
UcfSE, what do you propose the 3 in 3?(f'c)/fy should be? In my derivation of 3?(f'c)/fy, I assumed a fr of 12*fc^0.5.
I am no foundation mat expert, but 12 ft??? No one considered to use a different type of foundation after seeing this number.
Are you talking about ties to transfer the shear between horizontal cold joints?
Is your geotech engineer "old school?" No ofense to the old-schoolers out there. I am not an expert on piles and am also a relatively young engineer, but think that the 20% may have been commonly used in the past as a "guesstimate." Chin et al. (1973) noted that shaft resistance from uplift load...
271828,
That is correct. I think it is important to reiterate that these are two completely different requirements. 0.0018*b*h is a T&S requirement for stresses perpendicular to the main flexural reinforcement. For example, this applies to one-way slabs in the long direction. The main flexural...
StructuralEIT, I do not disagree. I was just explaining the reasoning behind the minimum requirement and how the equations were developed as it appears to be confusing some folks. 10.5.3 is very straightforward and I did not feel the need to explain it, but thanks for mentioning it as I can see...
Ok. 10.5.4 applies to slabs and footings, and in this case pile caps as well. The minimum reinforcement of flexural members requirement is for every tension face and shall not be distributed on the cross section. Hypothetically, if you have a member with 10 sides, and these sides can all be in...
BigH, thanks. I will check those other threads.
The DCP in question is a 1-3/8"diam rod with a 45deg cone point and a 15 lb steel ring weight falling 20" on an E-rod slided drive.
Have any of you, with experience working in a geotechnical testing agency, developed correlations for the soils in your area between the DCP and soil properties or between DCP and any other penetration test (i.e. SPT)? I always thought of the DCP as a method for pavement analysis/design and for...
Your equivalent footing (in contact with soil) will be: B'xL', where B'=B-2eb, L'=L-2el, eb=Mb/P (Mb=moment in the B direction) and el=Ml/P (Ml=moment in the L direction). The equivalent bearing pressure will then be: (P+Wf)/B'L'. You will also need to use the B' and L' values in your bearing...
Also, is this a flat plate/slab or are there beams at the column lines? If there are beams, then you need to calculate the torsion in the beams created by the unbalanced moment at the discontinued slab sections. If it is a flat plate/slab, the unbalanced moment will be resisted through shear and...
