CN101539566A - Method for testing early capillary negative pressure of concrete - Google Patents
Method for testing early capillary negative pressure of concrete Download PDFInfo
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- CN101539566A CN101539566A CN200910301734A CN200910301734A CN101539566A CN 101539566 A CN101539566 A CN 101539566A CN 200910301734 A CN200910301734 A CN 200910301734A CN 200910301734 A CN200910301734 A CN 200910301734A CN 101539566 A CN101539566 A CN 101539566A
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Abstract
The method relates to a method for testing early capillary negative pressure of concrete, which uses an automatic testing device for the early capillary negative pressure of the concrete. The automatic testing device for the capillary negative pressure consists of a pressure sensor, a ceramic head, a gas collecting pipe, a pipe plug, a measuring cylinder, a needle, a transmitter, an A/D converter and a computer; wherein the ceramic head is arranged at the bottom part of the gas collecting pipe, the pipe plug is arranged at the top part of the gas collecting pipe, micro-pores are formed on the surface and in the interior of the ceramic head, the pore diameter of the micro-pores is 0.01-0.035 Mum, the pressure sensor is arranged in the measuring cylinder, and the needle arranged at the front end of the measuring cylinder penetrates the pipe plug to extend into the gas collecting pipe; data measured by the pressure sensor is sent to the A/D converter by the transmitter and sent to the computer for analysis and treatment after the analog/digital conversion. The method is based on thermodynamics and surface physical chemistry and starts from the definition of self-desiccation shrinkage, thereby realizing the quantitative automatic research of earliest water consumption laws of cement-based materials and having simple and easy operation.
Description
To be the denomination of invention that proposed on March 14th, 2006 be the dividing an application of the patented claim of " early capillary negative pressure automatic detector for concrete " to the application, and the application number of original application is 200610038805.0.
Technical field
The method of testing of early capillary negative pressure of concrete of the present invention, the mechanism, the self-desiccation that belong to cement-based material self-desiccation drawdown deformation in the length of time early shrink zero point and capillary negative pressure technical field of measurement and test.
Background technology
Cement-based material is in the time history that adds water and begin several hrs after the final set, self-desiccation shrinks development rapidly, critical radius changes comparatively fast but still greatly, the decline that shows relative humidity is very little, generally all more than 98%, traditional hygrometer can't reflect the variation of relative humidity under this high humidity environment.Self-desiccation shrinks the initial formation that originates in structure, yet, how the initial formation of network of capillary tube structural system is described, just the grout initial configuration forms: promptly " time-zero " (zero point) determines.From the angle of cracking, the contraction of testing before at " time-zero " does not have mechanical meaning, and the contraction of testing afterwards at " time-zero " is then incomplete.Relevant research has just just begun to carry out, and more fails to form unified standard, is difficult to the contraction of dissimilar materials is compared for this reason, and also is difficult to the model that will be set up and the test findings in the document compares.
" time-zero " is exactly initial set in the report of JCI (Japanese concrete association); " time-zero " is defined as in the report of RILEM TC (international material and structured testing and research laboratory federation) 181: under the standard curing temperature, contact the time that is enough to transmit tension to concrete inner structure of beginning with water from cement.
Definite method of existing in the world " time-zero " mainly contains:
The method of penetration resistance: promptly test setting time, it is the mechanical property of test water mud (concrete) opposing external force effect on the macroscopic view in essence, the for example penetration resistance instrument test of the Pin-penetration of ASTM403 test and GB 8076-87, testing the timing definition that its penetration resistance reaches 3.5MPa (corresponding compressive strength be approximately 0) is concrete initial set, and the timing definition when its penetration resistance reaches 28MPa (corresponding compressive strength is approximately 0.75MPa) is concrete final set; The penetration test of ASTMC191 and GB 1346 is used for testing the setting time of cement paste.
The method of hydration heat curve test: traditional hydration heat curve has provided the aquation dynamic characteristic of grout, and the hydration reaction that causes microstructure change, usually initial set corresponding to from latent period certain after accelerated period changes a bit, final set then near certain peak value a bit.
The method of conductivity test: in recent years, the test of the conductivity of cement-based material more and more comes into one's own in the application of reflection its chemical reaction, microstructure change and transport property.Because its conductivity is very responsive in early days, therefore also is used to judge " time-zero ".
The method of ultrasonic tesint (UPV): the concrete of plastic stage is because loosely organized, ultrasound wave especially shearing wave is difficult to transmit, the formation that begins along with the cohesion network structure, system is changed to condensed state by suspended state gradually, then can transmit the moment correspondence of shearing wave and concrete setting time.
Stress test under the constraint condition: the temperature stress testing machine under the single shaft constraint can test out early concrete temperature inside, stress and cubic deformation, has defined two zero stress temperature in this method.First zero stress temperature is meant that inside concrete begins to occur the moment of compressive stress, and promptly xoncrete structure is enough to transmit the caused compressive stress of thermal expansion constantly.Second zero stress temperature then corresponding because contraction causes stress reversal's the moment.
The test of mechanical property: determine " time-zero " by numerical analysis to the test findings of the mechanical property in the different length of times.Because the notion of degree of ripeness has been widely used for predicting mechanical properties of concrete, as the experimental formula that ASTM 1074-93 returns based on test figure, " time-zero " is corresponding to " zero degree of ripeness ", the degree of ripeness when promptly beginning to produce intensity at this moment.
More above-mentioned several test method can be seen, comparatively speaking, the self-desiccation of the stress test method under the restrained condition and this paper definition shrinks comparatively directly correlativity, and other several method all depends on different corresponding relations, can not directly provide the clearly definition of " time-zero ".But there are problems such as interference such as the slippage of the constraint be subjected to temperature effect, mould, termination and bleeding in the stress test method under the restrained condition.
Summary of the invention
What the present invention will solve is exactly the problem that above-mentioned prior art exists, provide a kind of and can realize, realized the judgement that quantitative test and self-desiccation to concrete early stage water consumption shrink the more science at zero point from building the method for testing that early stage water consumption of concrete that moulding begins and capillary negative pressure change.
The present invention is based on following principle:
Waiting gentleness not have newly to mix the flow of water of cement-based material under the condition of solute
ψ
ws＝ψ
ms+ψ
ps
(1)
ψ in the formula
Ws, ψ
Ms, ψ
PsBe respectively the flow of water, matric potential and the pressure potential of newly mixing cement-based material;
On the other hand, the flow of water in the tensiometer of a water-filling is
ψ
wD＝ψ
mD+ψ
pD
(2)
ψ in the formula
WD, ψ
MD, ψ
PDBe respectively the flow of water, matric potential and the pressure potential of tensiometer;
After the porous ceramics head of newly mixing cement-based material and tensiometer joined, their flow of water tended to balance, and has when reaching balance
ψ
wD＝ψ
ws
(3)
Because it is 0 that the pressure potential of cement-based material is newly mixed in unsaturation, there is not matrix in the tensiometer, matric potential is 0, so have
ψ
pD＝ψ
ws＝V
wΔP
D
(4)
V in the formula
wBe the specific volume of water, Δ P
DPoor for instrument moisture stress and atmospheric pressure (reference pressure), the i.e. reading of vacuum meter.
When the probe that is full of water and sealing inserted concrete, moisture film just coupled together with inside concrete moisture, produced the contact on the waterpower.After having ignored gravity potential, temperature potential, solute potential, the matric potential of water just can be measured by the pressure shown in the instrument (poor) in the cement stone (concrete).Just the cement-based material of mix belongs to full fully water material, is in suspended state, if after ignoring gravity potential, temperature potential, solute potential this moment, matric potential is zero, so the tension force that reflects is zero.In case the grout inner structure forms, the further aquation of cement will be at the inner formation in bigger hole meniscus, the both sides that stride across meniscus produce pressure differential, the matric potential of cement stone (concrete) pore water is lower than the pressure potential of water in the instrument, cement stone (concrete) just sees through ceramic head and absorbs water to instrument, till balance.Generation vacuum tightness or suction (being lower than the pressure of atmosphere with reference to pressure) are exactly capillary negative pressure in the instrument of sealing.According to the definition that self-desiccation shrinks, the generation correspondence of capillary negative pressure the formation of coherent structure and the beginning that self-desiccation shrinks, just " zero point ".Therefore " zero point " of the present invention method of testing is directly related with its definition, has clear physical meaning.
Continuous aquation along with Binder Materials consumes moisture by macropore to aperture gradually, and negative pressure also constantly increases, again basis
The Laplace equation:
The Kelvin law:
Can calculate corresponding pore radius and internal relative humidity, capillary negative pressure test principle that Here it is.
According to above-mentioned ultimate principle, technical scheme of the present invention is as follows:
The present invention uses early capillary negative pressure automatic detector for concrete, described capillary negative pressure automatic detector is made up of pressure transducer, ceramic head, discharge, pipe close, survey tube, syringe needle, transmitter, A/D converter and computing machine, the discharge bottom is equipped with ceramic head, the top is provided with pipe close, there is micro pores aforementioned ceramic head surface and inside, the aperture of described micro-pore is 0.01-0.035 μ m, pressure transducer is installed in to be surveyed in the tube, and the syringe needle that is installed in survey tube front end passes pipe close and stretches in the discharge; The data that pressure transducer records are sent to A/D converter by transmitter, be sent to computing machine and analyze and handle after mould/number conversion, and the method for described test concrete capillary negative pressure comprises the steps:
Fills with water in discharge makes water wetting ceramic head, the original pressure P in obtaining popping one's head in
0
The ceramic head of probe bottom is inserted concrete, by the pressure P in the pressure test device test probe
1, P
1With P
0Difference be the concrete capillary negative pressure.
Aforementioned ceramic head surface and inner micro-pore have a plurality of, the average 0.02 μ m in aperture.
The present invention is on the basis of thermodynamics and Surface Physical Chemistry, definition from the self-desiccation contraction, realize the quantitative automaticization research of cement-based material very early time water consumption rule, probe into the mechanism that high performance concrete very early time self-desiccation shrinks, the cement-based material self-desiccation is shunk " Time-zero " carry out science and the ground judgement.Operation is simple.
Description of drawings
Fig. 1 is a synoptic diagram of the present invention;
Fig. 2 is the test result that adopts case study on implementation 1 of the present invention;
Fig. 3 is the test result that adopts case study on implementation 2 of the present invention.
Embodiment
Referring to Fig. 1, the present invention is made up of pressure transducer 1, ceramic head 2, discharge 3, pipe close 4, survey tube 5, syringe needle 6, transmitter 7, A/D converter 8 and computing machine 9, and wherein pressure transducer adopts thick film sensor.The bottom tight bond of ceramic head 2 and the discharge 3 that is made of plastics is filled water in the plastics discharge 3 during work together, and the top is the pipe close 4 made of rubber beyond the Great Wall.Pressure transducer 1 is contained in surveys tube 5 inner bottom parts, and the syringe needle 6 of surveying tube 5 tops passes rubber pipe close 4 and inserts in the discharge 3.Ceramic head 2, plastics discharge 3 and pipe close 4 have formed a probe, and aforementioned probe and survey tube 5, syringe needle 6, pressure transducer 1 have constituted a tensiometer together.The signal of pressure transducer 1 is transferred to A/D converter 8 by transmitter 7, can directly send into computing machine 9 from the signal of A/D converter output, carries out analyzing and processing by the program by aforementioned inventive principle establishment that stores in the computing machine 9.
Ceramic head 2 is inductive means of the present invention, has many micro pores, and can regard a slice as does not have flexible perforated membrane.Ceramic head 2 is formed water membrane by behind the water infiltration in hole.Behind the whole water-fillings of the hole in the ceramic head 2, the water in the hole just has tension force, and this tension force can guarantee that water passes through ceramic head 2 under certain pressure, but stops air to pass through.When grout (concrete) was newly mixed in the ceramic head insertion that is full of water and sealing, moisture film just coupled together with the interior moisture of grout (concrete), produces the contact on the waterpower, reaches initial balance.Further aquation along with Binder Materials such as cement, in case unsaturated (being that the self-desiccation phenomenon begins) appears in grout (concrete) moisture, with the flow of water in the tensiometer when unequal, water is just flowed to flow of water lower by ceramic head by flow of water eminence, till the flow of water balance in grout (concrete) and tensiometer.After having ignored gravity potential, temperature potential, solute potential, the flow of water of system is pressure potential and matric potential sum, the pressure potential of grout (concrete) (with the atmospheric pressure reference) is zero, the matric potential of tensiometer also is zero, and the matric potential of water just can be measured by the pressure shown in the tensiometer (poor) in the grout (concrete).When the matric potential of the grout (concrete) of drying is lower than the pressure potential of water in the tensiometer, grout (concrete) just sees through ceramic head 2 to the tensiometer suction, till balance.Because tensiometer seals, just produce vacuum tightness or suction (being lower than the pressure of atmosphere) in the tensiometer with reference to pressure.Negative pressure in the tensiometer is just recorded by sensor like this.Thick film sensor instrument range is 0～100KPa, and precision is ± 1KPa.The shown pressure of tensiometer is exactly the negative pressure of grout (concrete), and just the matric potential of the moisture of grout (concrete) numerically equates, just opposite in sign.
Before using, the present invention needs to open the rubber pipe close 4 of discharge 3, and discharge tilted, slowly inject air free water (with boiling tap water after 20 minutes with plastic bottle, place cooling), till filling it up with, with 3 upright 10--20 minute (not adding pipe close) of discharge, make water moistening, and water breakthrough ooze from the ceramic head surface then ceramic head.Flow of water probe (ceramic head) should soak more than 3 hours in no carbonated drink before using.
Adopt the present invention, according to the method described above to by " Jin Ningyang " 42.5RPII cement, water-cement ratio be 0.20 grout test result as shown in Figure 2.
Case study on implementation 2
Adopt the present invention, according to the method described above to by " Jin Ningyang " 42.5RPII cement, the basaltic broken stone of 5-20 continuous grading, modulus of fineness are 2.65 natural river sand, and water cement ratio is 0.30, sand coarse aggregate ratio be 0.40 concrete test result as shown in Figure 3.
By Fig. 2, Fig. 3 as seen, adopt the device of being invented to test out the development and change rule that the self-watering moulding begins grout and early capillary negative pressure of concrete sensitively.Self-watering begins, and in the starting stage of aquation, i.e. the variation of capillary negative pressure is very little before the initial set.Just at least in first and second stages of rate of heat release, slurry still mainly is in suspended state, and Δ p growth rate is very slow.Along with further carrying out of hydration reaction, the concentration of liquid phase reaches certain ultimate value in cement-aqueous suspension system, begin to generate the initial embryos of many cenotypes, the cement slurry coherent structure forms gradually, its structural strength begins to stablize formed emptying aperture and meniscus gradually, Δ p begins to increase sharply, and has reached 85kPa very soon, and this moment, corresponding critical radius was about 1-2 μ m.
Data among Fig. 2 and Fig. 3 get (having deducted initial hydrostatic force) by computer-automatic collection, the setting time that also shows the measured grout of corresponding employing GB 1346 penetration test methods simultaneously, (initial set of same proportioning and final set were represented with a kind of line style, initial set and final set are distinguished with the height of straight line, high relatively straight line is represented final setting time, low relatively straight line is represented the presetting period, and different proportionings is then distinguished with the straight line line style.
Claims (5)
1. the method for testing of an early capillary negative pressure of concrete, it is characterized in that using early capillary negative pressure automatic detector for concrete, described capillary negative pressure automatic detector is by pressure transducer, ceramic head, discharge, pipe close, survey tube, syringe needle, transmitter, A/D converter and computing machine are formed, the discharge bottom is equipped with ceramic head, the top is provided with pipe close, there is micro pores aforementioned ceramic head surface and inside, the aperture of described micro-pore is 0.01-0.035 μ m, pressure transducer is installed in to be surveyed in the tube, and the syringe needle that is installed in survey tube front end passes pipe close and stretches in the discharge; The data that pressure transducer records are sent to A/D converter by transmitter, be sent to computing machine and analyze and handle after mould/number conversion, and the method for described test concrete capillary negative pressure comprises the steps:
A. fills with water in discharge makes water wetting ceramic head, the original pressure P0 in obtaining popping one's head in;
B. the ceramic head of probe bottom is inserted concrete, by the pressure P in the pressure test device test probe 1, the difference of P1 and P0 is the concrete capillary negative pressure.
2. the method for testing of early capillary negative pressure of concrete as claimed in claim 1 is characterized in that among the step b ceramic head of probe bottom being inserted fresh concrete.
3. the method for testing of early capillary negative pressure of concrete as claimed in claim 1, the average pore size that it is characterized in that micro-pore in the ceramic head is 0.02 μ m.
4. the method for testing of early capillary negative pressure of concrete as claimed in claim 1 is characterized in that described pressure transducer is a thick film sensor.
5. as the method for testing of each described early capillary negative pressure of concrete among the claim 1-4, it is characterized in that ceramic head is installed in the discharge bottom in the mode of bonding.
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| CN2009103017342A CN101539566B (en) | 2006-03-14 | 2006-03-14 | Method for testing early capillary negative pressure of concrete |
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| CN2009103017342A CN101539566B (en) | 2006-03-14 | 2006-03-14 | Method for testing early capillary negative pressure of concrete |
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| CNB2006100388050A Division CN100510746C (en) | 2006-03-14 | 2006-03-14 | Early capillary negative pressure automatic detector for concrete |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102288640A (en) * | 2011-08-15 | 2011-12-21 | 同济大学 | Thermodynamic pore counting method for measuring cement-based material pore structure |
| CN102539475A (en) * | 2011-12-30 | 2012-07-04 | 江苏博特新材料有限公司 | Self-drying effect test method of cement substrate material |
| CN102590483A (en) * | 2011-12-29 | 2012-07-18 | 江苏博特新材料有限公司 | Testing method for setting time of cement-based material |
| WO2013097189A1 (en) * | 2011-12-30 | 2013-07-04 | 江苏博特新材料有限公司 | Method for testing self-drying effect of cement-based material |
| CN104535495A (en) * | 2014-12-19 | 2015-04-22 | 上海电机学院 | Portable type sealing and reading device of soil tensiometer |
| CN105716745A (en) * | 2015-12-28 | 2016-06-29 | 江苏苏博特新材料股份有限公司 | Sensing apparatus for testing concrete capillary negative pressure, and application method thereof |
| CN107219346A (en) * | 2017-06-21 | 2017-09-29 | 中国科学院南京土壤研究所 | New soil tensometer and soil water potential measuring method |
| CN114295512A (en) * | 2021-12-31 | 2022-04-08 | 中国地质大学（武汉） | Device and method for measuring soil moisture characteristic curve and unsaturated permeability coefficient |
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| CN2392176Y (en) * | 1999-11-05 | 2000-08-16 | 中国科学院南京土壤研究所 | Quick reaction type soil moisture tension gage |
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| JPH0921796A (en) * | 1995-03-31 | 1997-01-21 | Yasuro Ito | Method for measuring grain physical property for obtaining mortar or concrete |
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Cited By (16)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102288640A (en) * | 2011-08-15 | 2011-12-21 | 同济大学 | Thermodynamic pore counting method for measuring cement-based material pore structure |
| CN102288640B (en) * | 2011-08-15 | 2012-11-28 | 国强建设集团有限公司 | Thermodynamic pore counting method for measuring cement-based material pore structure |
| CN102590483B (en) * | 2011-12-29 | 2015-12-16 | 江苏苏博特新材料股份有限公司 | The method of testing of setting time of cement-based material |
| CN102590483A (en) * | 2011-12-29 | 2012-07-18 | 江苏博特新材料有限公司 | Testing method for setting time of cement-based material |
| EP2746765B1 (en) * | 2011-12-30 | 2017-09-27 | Jiangsu Bote New Materials Co. Ltd. | Method for testing self-drying effect of cement-based material |
| US20140144217A1 (en) * | 2011-12-30 | 2014-05-29 | Jiangsu Research Institute Of Building Science Co., Ltd | Method for testing self drying effect of cement-based material |
| EP2746765A1 (en) * | 2011-12-30 | 2014-06-25 | Jiangsu Bote New Materials Co. Ltd. | Method for testing self-drying effect of cement-based material |
| CN102539475B (en) * | 2011-12-30 | 2014-12-10 | 江苏苏博特新材料股份有限公司 | Self-drying effect test method of cement substrate material |
| WO2013097189A1 (en) * | 2011-12-30 | 2013-07-04 | 江苏博特新材料有限公司 | Method for testing self-drying effect of cement-based material |
| US9470672B2 (en) | 2011-12-30 | 2016-10-18 | Jiangsu Sobute New Materials Co., Ltd. | Method for testing self drying effect of cement-based material |
| CN102539475A (en) * | 2011-12-30 | 2012-07-04 | 江苏博特新材料有限公司 | Self-drying effect test method of cement substrate material |
| CN104535495A (en) * | 2014-12-19 | 2015-04-22 | 上海电机学院 | Portable type sealing and reading device of soil tensiometer |
| CN105716745A (en) * | 2015-12-28 | 2016-06-29 | 江苏苏博特新材料股份有限公司 | Sensing apparatus for testing concrete capillary negative pressure, and application method thereof |
| CN107219346A (en) * | 2017-06-21 | 2017-09-29 | 中国科学院南京土壤研究所 | New soil tensometer and soil water potential measuring method |
| CN107219346B (en) * | 2017-06-21 | 2019-05-21 | 中国科学院南京土壤研究所 | New soil tensometer and soil water potential measurement method |
| CN114295512A (en) * | 2021-12-31 | 2022-04-08 | 中国地质大学（武汉） | Device and method for measuring soil moisture characteristic curve and unsaturated permeability coefficient |
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