Core Drill Concrete for Testing
Core Drill Concrete for Testing
(OP)
I need to core drill concrete to test compressive strength for 28 day test. Can I core drill after 48 hours and hold core, or should I wait 7 days before coring.
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Core Drill Concrete for Testing
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Core Drill Concrete for TestingCore Drill Concrete for Testing(OP)
I need to core drill concrete to test compressive strength for 28 day test. Can I core drill after 48 hours and hold core, or should I wait 7 days before coring.
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RE: Core Drill Concrete for Testing
RE: Core Drill Concrete for Testing
Concrete was poured last Saturday, with concrete sitting 2 hours in truck mixer while the workers got themselves a vibrator
Regarding waiting 28 days, well it the same as cylinders.
Cylinders are better cured then the actual work, but that is the protocol.
RE: Core Drill Concrete for Testing
Never, but never question engineer's judgement
RE: Core Drill Concrete for Testing
Never, but never question engineer's judgement
RE: Core Drill Concrete for Testing
RE: Core Drill Concrete for Testing
RE: Core Drill Concrete for Testing
Concrete is for a column pedestal, 3000 psi specified.
When I see results I'll re-calculate.
Why 14 days? Is it to make sure the core won't break up when drilling?
RE: Core Drill Concrete for Testing
I guess this is to provide assurance that the concrete is mature enough to withstand coring. This is one of the things considered when conducting an investigation into factors influencing concrete core strengths. Several papers out there that have dealt with this.
RE: Core Drill Concrete for Testing
To be unscientific, if the initial aggregate and air temperatures are not elevated the extra time may not have been too detrimental.
Ddick
RE: Core Drill Concrete for Testing
i might disagree to some extent with a comment above. "the cylinders represent the optimum strength delivered by the ready mixed company"--i disagree. the cylinders are checking the consistency of the mix being delivered. 95% of the time, i see the field cored samples break higher than the cylinders. maybe it's the scatter within the test results or maybe it's intentionally developed to have a little fluff in the cylinder strengths...i do not know for sure. i think it's probably got more to do with the field core samples being retrieved from the mass concrete while cylinders have a finite size....maybe i'm just overthinking the whole thing. however, that might be why only 85% of the design strength is required for cores and why aci has acceptance criteria for lower than specified cylinder breaks.
either way, the contractor placed concrete that was out of spec. i typically see the contractor then being responsible for getting the area cored and verified as well as paying for it. also, 28-days is typically the time at which the strength requirement applies. most accept 56-day breaks if the breaks are too far out of the aci acceptance criteria for lower than specified breaks. also with coring, i believe there is still is a moist curing period (5 days if i remember correctly) once the samples have been cored.
and i don't know where you're located but 90 minutes is not the absolute golden rule...if temps are way up like they are here in the south, that 90 minutes goes down.
bottom line--make the contractor jump through hoops to prove that they provided materials that meet the project's requirements. one more thought, if they are responsible for field evaluating the conditions and providing papers that everything is good, then they will also be responsible for not coring through the rebar (hopefully they have access to the top of the column or have a coring tech that knows when he's beginnging to get in to the rebar). good luck.
RE: Core Drill Concrete for Testing
Never, but never question engineer's judgement
RE: Core Drill Concrete for Testing
RE: Core Drill Concrete for Testing
Temp was about 90 degrees (New York City).
RE: Core Drill Concrete for Testing
Do you have cylinders taken from the trucks as they emptied late?
If so, you could evaluate the 7 day breaks first and then core later if needed.
RE: Core Drill Concrete for Testing
So they have no value.
Schmidt Hammer. Is this reliable for final values. or only as a guide.
RE: Core Drill Concrete for Testing
RE: Core Drill Concrete for Testing
day 1 = chip down offending pedestel
day-2 = reset rebar and place in-spec concrete
BTW,
Coring is done at 14 days to make sure that the coring process, the spinning drill bit and water-pressure, doesn't wallow out or washout the sides of the cores. Cores with straight smooth vertical sides give more accurate results. Upon drilling of the cores they are be wiped of the drilling water and placed in a moisture tight bag for 5 days. This equalizes the moisture gradient from wet surface to dry interior.
So the earliest core results can be obtained is 19 days from placement of concrete. If the contractor doesn't like the 19 day time table advise him to pick from the following:
a) DO NOT place out of spec concrete
b) chip it down and do it over
Also, since he managed to f-up the concrete placement so badly why don't you ask him how the post-placement curing was performed: vertical concrete elements not protected by form-work for at least 7 days require curing (ACI-308). Was the element stripped of form-work the following day and allowed to bake in the hot sun with no curing at all? Well so much for cement hydration, probably don't need that anyhow...
Just for laughs you should order a meeting (you, the arch, the owner, etc) to review job site concrete placement procedures. Once the meeting starts launch into a grueling punishing 4 or 5 hour review of the project manual and all related ACI standards. I mean review standards and specs in such depth and detail that the guy wants to put a gun to his own head!
Also,
SP-15(05) FIELD REFERENCE MANUAL: Standard Specifications for Structural Concrete (ACI 301-05) with Selected ACI References
Section 1.3.3 of ACI 301-05 requires that the contractor keep a copy of this manual [SP-15(05) FIELD REFERENCE MANUAL] in the field office of any project where ACI 301 is specified.
ACI-301-05 Specifications for Structural Concrete
1.3.3 Field references—Keep in Contractor’s field office a copy of the following reference:
ACI SP-15 Field Reference Manual: Specifications for Structural Concrete (ACI 301-05) with Selected ACI and ASTM References.
Is this book in the contractor's field office? If not WHY not? Obviously it begs reading by contractor.
RE: Core Drill Concrete for Testing
RE: Core Drill Concrete for Testing
RE: Core Drill Concrete for Testing
RE: Core Drill Concrete for Testing
First off concrete inspectors have no authority over the contractors placement of concrete, and typically both of them know that. So lets say the inspector says yea no problem so you smoked your vibrator just throw that last 4 yd's in the forms and lets go home.
Now does the engineer of record want another set of cyl's cast w/o consolidation to simulate this condition. (real issue is does he have molds and tickets at the ready? probably not.)
If the inspector advises site water to allow the concrete to self consolidate more easily or suggests alternative means of consolidation he's putting himself in the line-of-fire.
What the real question here is what is the difference between the initial discharge and final discharge of that truck.
I'll bet my pay check that "Unknown quantities of site water were added after sampling" applies here.
So did they add 30 50 70 or 90 gallons of water to the last how many yards? What did that do to the water to cement ratio and how far along had hydration gotten when they dumped the end of the load out of the chute and all the bonds which were established are permanently broken.
The real indicators are likely be the temp/weather and what the cyl's off that truck do break at. In the mean time since you seem like your, ready, willing and able to pursue the issue, may I sugguest In Place Concete Testing to establish what the worst of it is (the stuff that sat for hours) Vs. the begining of that load. Throw in some other test to validate other sets of clys poured that day or previously to assure accuacy and also qualify the test method. Ask your Materials Lab if they would run a windsor pin or swiss hammer on the suspect area as well as at least two other locations of known psi. Don't be silly and accept surface hardness readings in place of psi results from cylinders. Instead try to corralte the two in order to satisfy yourself it's all OK.
I personally watched a crew place over 100 yd's of FND wall about 10 to 12 feet high in light snow with out enough extension cord to reach the site power breaker box. So these guys cowboyed up and WORKED the concrete with 2x4's inside the forms and beat the form work with hammers to achive consolidation.
RE: Core Drill Concrete for Testing
Each of the 4 column pedestals will be tested with 3" diameter x 6" long cores, for compressive strength. It be interesting to see what the results are.
RE: Core Drill Concrete for Testing
RE: Core Drill Concrete for Testing
RE: Core Drill Concrete for Testing
RE: Core Drill Concrete for Testing
RE: Core Drill Concrete for Testing
RE: Core Drill Concrete for Testing
RE: Core Drill Concrete for Testing