CN109507400B - Method for evaluating early-stage freezing performance of concrete by using maturity - Google Patents
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- 239000004567 concrete Substances 0.000 title claims abstract description 192
- 238000000034 method Methods 0.000 title claims abstract description 41
- 230000008014 freezing Effects 0.000 title claims abstract description 27
- 238000007710 freezing Methods 0.000 title claims abstract description 27
- 230000035515 penetration Effects 0.000 claims abstract description 123
- 238000012360 testing method Methods 0.000 claims abstract description 96
- 238000010276 construction Methods 0.000 claims abstract description 23
- 235000015097 nutrients Nutrition 0.000 claims description 8
- 238000011088 calibration curve Methods 0.000 claims description 7
- 238000001514 detection method Methods 0.000 claims description 7
- 238000004364 calculation method Methods 0.000 claims description 6
- 239000000203 mixture Substances 0.000 claims description 3
- 238000011161 development Methods 0.000 abstract description 6
- 238000012423 maintenance Methods 0.000 abstract description 6
- 238000003908 quality control method Methods 0.000 abstract description 3
- 238000000465 moulding Methods 0.000 description 5
- 230000036571 hydration Effects 0.000 description 3
- 238000006703 hydration reaction Methods 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 238000005259 measurement Methods 0.000 description 2
- 238000012935 Averaging Methods 0.000 description 1
- 229910000831 Steel Inorganic materials 0.000 description 1
- 238000004458 analytical method Methods 0.000 description 1
- 238000009529 body temperature measurement Methods 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 239000004566 building material Substances 0.000 description 1
- 230000007423 decrease Effects 0.000 description 1
- 238000011156 evaluation Methods 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 238000003672 processing method Methods 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
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- 239000004575 stone Substances 0.000 description 1
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- G01N33/38—Concrete; Lime; Mortar; Gypsum; Bricks; Ceramics; Glass
- G01N33/383—Concrete or cement
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N11/00—Investigating flow properties of materials, e.g. viscosity, plasticity; Analysing materials by determining flow properties
- G01N11/10—Investigating flow properties of materials, e.g. viscosity, plasticity; Analysing materials by determining flow properties by moving a body within the material
- G01N11/12—Investigating flow properties of materials, e.g. viscosity, plasticity; Analysing materials by determining flow properties by moving a body within the material by measuring rising or falling speed of the body; by measuring penetration of wedged gauges
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Abstract
A method for evaluating the early freezing performance of concrete by using maturity. The concrete is frozen during winter construction, so that the mechanical property of the concrete is difficult to accurately master, the construction progress in winter is influenced, and the construction quality control is difficult to guarantee. The method comprises the steps of establishing a relation curve of concrete penetration depth and maturity, embedding a temperature testing instrument on site in a concrete engineering to collect temperature data, detecting the frozen damage degree when the concrete engineering is in a testing age, obtaining actual penetration depth, calculating the corresponding maturity of the concrete engineering in the age according to the temperature development, comparing the calculated maturity with the relation curve of the concrete penetration depth and the maturity, obtaining standard maintenance penetration depth, comparing the standard maintenance penetration depth with the actual penetration depth, and evaluating the early frozen performance of the concrete. The method is used for evaluating the concrete for winter construction.
Description
Technical Field
The invention belongs to the field of concrete detection, and particularly relates to a method for evaluating early-stage freezing performance of concrete by penetration depth.
Background
The construction process when the average outdoor daily temperature is continuously below 5 ℃ for 5 days is called winter construction. The temperature is reduced in winter, the temperature in a plurality of areas is below 0 ℃, moisture contained in soil, concrete, mortar and the like is frozen, and building materials are easy to crack and bring a plurality of difficulties to building construction. Particularly, in winter construction, the mechanical properties of concrete are reduced due to the influence of low temperature, particularly negative temperature is frozen, and the concrete has additional strength due to freezing, so that the mechanical properties of the concrete in a winter construction negative temperature environment are difficult to accurately master, the winter construction progress is influenced, and the construction quality control is difficult to ensure. The method can not accurately feed back the strength development of the on-site concrete in time, greatly improves the probability of hidden danger in the engineering quality, but lacks a freezing evaluation method for early frozen concrete at present, so that the construction difficulty in winter is large, the hidden danger is large, and an accurate and quick acquisition means for the frozen condition of the concrete is lacked.
Disclosure of Invention
The invention aims to provide a method for evaluating the early freezing performance of concrete by penetration depth, which aims to solve the problems that the mechanical property of the concrete is difficult to be accurately mastered due to the freezing of the concrete during the winter construction, so that the winter construction progress is influenced, and the construction quality control is difficult to ensure.
The technical scheme adopted by the invention for solving the technical problems is as follows:
a method for evaluating the early freezing performance of concrete by using maturity is characterized by comprising the following steps: the method comprises the following steps:
establishing a relation curve of concrete penetration depth and maturity under standard curing conditions, determining a concrete project to be evaluated, pre-embedding a temperature sensor in the concrete project to acquire temperature data, simultaneously performing frost damage degree detection and maturity calculation when concrete in the concrete project is cured to a testing age, acquiring actual penetration depth through the frost damage degree detection, calculating the corresponding maturity of the concrete project in the testing age according to temperature data provided by a temperature tester, comparing the calculated maturity with the relation curve of the concrete penetration depth and maturity, acquiring standard curing penetration depth corresponding to the maturity value, comparing the standard curing penetration depth and the actual penetration depth, and evaluating early-stage frost performance of the concrete.
As a preferable scheme: the process for establishing the relationship curve between the penetration depth and the maturity of the concrete comprises the following steps: under the standard curing condition, a plurality of concrete test blocks with the same mix proportion as the concrete engineering are cured, when the test age is reached, a penetration depth test is carried out, a plurality of test points are determined on each concrete test block, a representative value of the penetration depth of the concrete in the same age with the concrete engineering is obtained, the maturity is calculated, a relation curve of the penetration depth and the maturity is established, and the formula for calculating the maturity is as follows:
M＝∑(T+15)×Δt
in the formula, M is the maturity; and T is the average temperature of the concrete test block in a time period delta T, the representative value of the concrete penetration depth and the maturity value obtained by calculation are put into a rectangular coordinate system, and a relation curve of the concrete penetration depth and the maturity is established.
As a preferable scheme: in a penetration depth test performed by establishing a relation curve between the penetration depth and the maturity of the concrete under standard curing conditions, the numeric area of each maturity measuring point is 15-20.
As a preferable scheme: the range of the distance between the adjacent measuring points is 30-40 mm, and the linear distance from each measuring point to the edge of the test piece where the measuring point is located is 30-40 mm.
As a preferable scheme: the process for detecting the frozen damage degree when the concrete is maintained to a certain age comprises the following steps: and (3) carrying out penetration depth test on the concrete project by utilizing a concrete strength detector in cooperation with a nail-shooting method, wherein the value range of the number of the test points of the penetration depth test in the test age is 15-20.
As a preferable scheme: and calculating the corresponding maturity of the concrete project in the age according to the development of the temperature, wherein the corresponding maturity of the concrete project is the maturity of the on-site concrete project, finding out the maturity value of the concrete project on a relation curve between the standard curing concrete penetration depth and the maturity, wherein the penetration depth corresponding to the maturity is the standard curing penetration depth, comparing the standard curing penetration depth with the actual penetration depth, and the larger the difference between the standard curing penetration depth and the actual penetration depth is, the higher the frost tolerance of the concrete project is, the smaller the difference between the standard curing penetration depth and the actual penetration depth is, and the lower the frost tolerance of the concrete project is.
As a preferable scheme: the temperature sensor is provided with the temperature recorder in a matching way, and the temperature sensor is connected with the temperature recorder.
Compared with the prior art, the invention has the following beneficial effects:
1. according to the invention, the relationship curve of the penetration depth and the maturity of the concrete under the standard curing condition is established, and the penetration depth testing method is combined to evaluate the freezing degree of the early concrete and the early strength of the concrete in winter construction, so that the freezing degree of the concrete in winter construction is accurately and timely evaluated.
2. The method can quickly detect the negative temperature frozen damage degree of the concrete in winter, scientifically determine the form removal time and the maintenance scheme, and is an important technical means for ensuring the quality of concrete engineering.
3. The method is low in operation difficulty and simple in steps, and saves time and labor compared with a testing method for pre-curing a large number of test pieces cured under the same conditions.
4. The invention has flexible operation and wide application range, and can set measuring points at a plurality of parts in the concrete engineering so as to test the frozen states of different parts in the concrete engineering. The invention is also suitable for the freezing test of each stage of the concrete, and is particularly suitable for the early stage, because the early stage concrete has low hydration degree, poorer frost damage resistance of the concrete, larger freezing amount, larger change of the penetration depth before and after freezing and easy analysis and comparison. And early concrete is easier to inject into the measuring nail.
5. The method is used for detecting the micro damage of the frozen concrete, and has guiding significance for the prevention and treatment work of the frozen concrete in winter construction.
Drawings
FIG. 1 is a graph showing the relationship between the penetration depth and the maturity of the concrete.
Detailed Description
In order that the objects, aspects and advantages of the invention will become more apparent, the invention will be described by way of example only, and in connection with the accompanying drawings. It is to be understood that such description is merely illustrative and not intended to limit the scope of the present invention. Moreover, in the following description, descriptions of well-known structures and techniques are omitted so as to not unnecessarily obscure the concepts of the present invention.
It should be noted that, in order to avoid obscuring the present invention with unnecessary details, only the structures and/or processing steps closely related to the aspects of the present invention are shown in the drawings, and other details not closely related to the present invention are omitted.
The first embodiment is as follows: the present embodiment is described with reference to fig. 1, and includes:
determining a concrete project to be evaluated, pre-burying a temperature sensor in the concrete project to acquire temperature data, determining a test age and establishing a relation curve of the penetration depth and the maturity of the concrete under standard curing conditions according to the test age, wherein the test age is a certain time period, specifically, a period of time after the concrete project is cast and molded is specifically set according to specific needs, a setting range of a common time period is selected within one month after the concrete project is molded, namely, the early stage of the concrete, when the concrete in the concrete project is cured to the test age, the frost damage degree detection and the maturity calculation are simultaneously carried out, the actual penetration depth is obtained through the frost damage degree detection, the corresponding maturity of the concrete project in the test age is calculated according to the temperature data provided by a temperature test instrument, and the calculated maturity is compared with the relation curve of the penetration depth and the maturity of the concrete, and (4) acquiring standard nutrient penetration depth, comparing the standard nutrient penetration depth with the actual penetration depth, and evaluating the early freezing performance of the concrete.
The compressive strength of the concrete is a monotonous function of the product of curing temperature T and hardening time T. For the same kind of concrete, regardless of the maturity degree obtained by the product of temperature and time, the strength of the concrete can be considered to be the same as long as the maturity degree is equal.
Further, the process for establishing the relationship curve between the penetration depth and the maturity of the concrete is as follows: under the standard curing condition, a plurality of concrete test blocks with the same mix proportion as the concrete engineering are cured, the penetration depth test is carried out when the concrete test blocks are cured to a certain age, the representative value of the penetration depth of the concrete in the same age as the concrete engineering is obtained, the maturity is calculated, the relation curve of the penetration depth and the maturity is established, and the formula for calculating the maturity is as follows:
M＝∑(T+15)×Δt
wherein M is maturity; and T is the average temperature of the concrete test block in a time period delta T, the representative value of the concrete penetration depth and the maturity value obtained by calculation are put into a rectangular coordinate system, and a relation curve of the concrete penetration depth and the maturity is established.
Furthermore, in the penetration depth test performed by establishing a relation curve between the penetration depth and the maturity of the concrete, 12 test points are measured on each test block.
Further, each test piece had a size of 150mm × 150mm × 300 mm.
Furthermore, the range of the distance between adjacent measuring points is 30-40 mm, and the linear distance from each measuring point to the edge of the test piece where the measuring point is located is 30-40 mm.
Furthermore, a concrete strength detector is matched with a nail shooting method to carry out penetration depth test on the concrete project, and the test process of the penetration depth test is the same as that of the prior art. And not less than 15 measuring points penetrating the depth test in the test age.
Further, according to the development of temperature, calculating the corresponding maturity of the concrete engineering in the age as the maturity of the on-site concrete engineering, finding out the maturity which is the same as the relation curve of the concrete penetration depth and the maturity on the relation curve of the concrete penetration depth and the maturity, wherein the penetration depth corresponding to the maturity is the standard nutrient penetration depth, comparing the standard nutrient penetration depth with the actual penetration depth, the larger the difference between the standard nutrient penetration depth and the actual penetration depth is, the higher the frozen degree of the concrete engineering is, the smaller the difference between the standard nutrient penetration depth and the actual penetration depth is, and the lower the frozen degree of the concrete engineering is.
Further, a temperature recorder is arranged on the temperature sensor in a matching mode, and the temperature sensor is connected with the temperature recorder. The temperature sensor and the temperature recorder are both existing products, and the working process of mutual matching of the temperature sensor and the temperature recorder is the same as that of the prior art.
Furthermore, the acquisition positions of the measuring points in the concrete engineering are only acquired from the surface of the concrete engineering which is actually constructed, the set positions of the measuring points on the concrete test block are various, and the measuring points are determined and acquired from the upper end surface, the lower end surface or the peripheral side surface of the concrete test block.
The second embodiment is as follows: referring to fig. 1, the present embodiment is described, which includes the following four steps,
the method comprises the following steps: firstly, in the concrete engineering in winter construction or cold areas, a temperature sensor is pre-embedded during concrete construction and is connected with a temperature recorder, the internal temperature of concrete is recorded in real time, and the testing age is determined.
Step two: and secondly, under the standard curing condition, establishing a relation curve between the penetration depth and the maturity of the concrete according to the test age.
Step three: when the concrete is cured to the testing age and the frozen damage degree of the concrete needs to be detected, a steel nail can be shot into the surface of the concrete by using a penetrometer to measure the penetration depth, the penetration depth of the on-site concrete engineering in the testing age is obtained, and the maturity corresponding to the age is calculated according to the development of the temperature obtained by the cooperation of a temperature sensor and a temperature recorder.
Step four: and comparing and analyzing the difference value of the penetration depth of the concrete under the standard curing condition and the construction site when the maturity of the concrete is the same, wherein the smaller the penetration depth of the construction site is, the higher the strength of the concrete is, but the high strength is caused by the additional freezing strength provided by ice at the moment, which indicates that the early freezing degree of the concrete is higher, and the ratio of the penetration depths under the two curing conditions is used as the representation value of the early freezing of the concrete.
In the second step, the concrete process of establishing the relationship curve between the concrete penetration depth and the maturity is as follows:
selecting three test blocks for maintenance under the environment that the temperature is 20 +/-2 ℃ and the humidity is not less than 95%, wherein the test blocks are concrete test blocks with the same mixing ratio with concrete of on-site concrete engineering, and the size of each test block is 150mm multiplied by 300 mm. And curing the three test blocks until the three test blocks can be demoulded, curing under standard conditions after demoulding, and simultaneously performing penetration depth test. The test procedure of the penetration depth test is the same as the prior art. Other non-mentioned matters are the same as the first embodiment.
The third concrete implementation mode: in this embodiment, which is a further limitation of the first or second embodiment, the penetration depth test is performed every 2 hours from the first day of demolding to molding when the penetration depth test is performed on the concrete test block under standard curing. Penetration depth tests were performed every 12h on days 2 and 3 after molding. Penetration depth test was performed every 24 hours from day 4 to day 28 after molding.
The fourth concrete implementation mode: the concrete penetration depth test is carried out on the concrete by using a nail-shooting method concrete strength detector, the measured value is accurate to 0.01mm, the distance between each measuring point is not less than 30mm, and the distance between each measuring point and the edge of the test piece is not less than 30 mm. When the penetration depth test is carried out at the specified age, four non-molding side surfaces of each test piece are selected for carrying out the penetration depth test. Three points are respectively selected from each side surface of each test piece in each age period for measurement. Namely, the measuring point of the penetration depth of each age is 12 for each test piece, and the total of the three test pieces is 36.
The fifth concrete implementation mode: considering that part of the measuring pins may penetrate into the edge of the crushed stone with a hard surface or the surface air hole in the test process, when data are processed, the maximum point and the minimum point in 12 data measured by each test piece are extracted, and the average value of the residual penetration depth is calculated to be used as the representative value of the penetration depth of the test piece. And averaging the penetration depth representative values of the three test pieces to obtain a concrete penetration depth representative value at the age.
The sixth specific implementation mode: the embodiment is further limited to the first, second, third, fourth or fifth embodiment, and a penetration depth-maturity calibration curve of the standard maintenance test piece is established. The maturity calculation method is as follows:
M＝∑(T+15)×Δt
wherein, M is maturity, unit: h, T is the concrete average temperature in the time period delta T.
The seventh embodiment: the present embodiment is further limited to the first or second embodiment, and the temperature sensor is embedded in the concrete works on site during construction. The temperature sensor is embedded in one piece and is connected with the temperature recorder, and the temperature development of the concrete is recorded in real time. When different parts of a concrete project are possibly at different temperatures, temperature sensors are embedded in the parts.
The specific implementation mode is eight: the concrete engineering penetration depth test is carried out on the concrete surface, a flat area is selected for testing, and the testing method and the data processing method are the same as those of the concrete under standard maintenance conditions. Similarly, to prevent the measurement result from being accidental, the number of the measuring points in each age period is not less than 15 when the field concrete engineering is tested. And after the maximum value and the minimum value of the concrete penetration depth are removed, taking the average value as the penetration depth D of the concrete at the age, wherein the unit is mm.
The specific implementation method nine: the embodiment is further limited to the first, second, seventh or eighth embodiment, and after the penetration depth test is performed on the site concrete engineering, the maturity of the concrete of the site concrete engineering at the test age is calculated according to the temperature measurement data and the formula.
The detailed implementation mode is ten: in this embodiment, a penetration depth with the same maturity as that of the field concrete engineering at the testing age is found on the calibration curve of penetration depth-maturity of the standard concrete, and is marked as D0In mm. Comparison D0And the value of D, let alpha be D0And D, when the alpha value is larger, the larger the concrete penetration resistance is, the more icing is, and the more severe freezing is.
The method can judge the freezing degree of the concrete according to the ratio of the culture concrete to the on-site concrete under the same maturity condition.
The following examples are described in conjunction with the beneficial effects of the present invention:
the first embodiment is as follows: according to the embodiment illustrated in fig. 1, for the C30 concrete, the penetration depth of the concrete test block in the age to be tested is tested under the standard condition, and a calibration curve of the penetration depth-maturity of the C30 concrete under the standard condition is established. Curing the on-site concrete engineering for 12h at normal temperature, then curing the concrete for 12h in a negative temperature environment at the temperature of-15 ℃, and testing the penetration depth D of the concrete0For easy viewing and comparison, the calibration curve in FIG. 1 of this example only takes the maturity change within 40 hours from the concrete molding, i.e., the maturity is taken to 1400 ℃. h.
As can be seen from fig. 1, the penetration depth of the calibration curve decreases with increasing maturity, indicating that the penetration resistance increases as the interior of the concrete becomes more dense as the hydration of the concrete proceeds. When the maturity exceeds 600 ℃ h, the speed of penetration depth reduction is reduced, which indicates that the hydration speed is reduced.
And the point D represents the penetration depth of the site concrete engineering at the maturity of 420 ℃ h to be 5.99 mm. Through comparison of the images, the point D is far lower than the calibration curve, and alpha is D0The ice provides additional freezing strength, so that the penetration depth of the concrete is greatly reduced, and the freezing condition of the on-site concrete engineering is severe.
Claims (5)
1. A method for evaluating the early freezing performance of concrete by using maturity is characterized by comprising the following steps: the method comprises the following steps:
establishing a relation curve of concrete penetration depth and maturity under a standard curing condition, determining a concrete project to be evaluated, pre-embedding a temperature sensor in the concrete project for acquiring temperature data, simultaneously performing frost damage degree detection and maturity calculation when the concrete in the concrete project is cured to a testing age, acquiring actual penetration depth through the frost damage degree detection, calculating the corresponding maturity of the concrete project in the testing age according to the temperature data provided by the temperature sensor, comparing the calculated maturity with the relation curve of the concrete penetration depth and maturity, acquiring standard curing penetration depth corresponding to the maturity value, comparing the standard curing penetration depth with the actual penetration depth, and evaluating the early-stage frost performance of the concrete;
the larger the difference between the standard nutrient penetration depth and the actual penetration depth is, the higher the frost degree of the concrete engineering is, and the smaller the difference between the standard nutrient penetration depth and the actual penetration depth is, the lower the frost degree of the concrete engineering is;
the process for establishing the relationship curve between the penetration depth and the maturity of the concrete comprises the following steps: under the standard curing condition, curing a plurality of concrete test blocks with the same mix proportion as the concrete engineering, testing the penetration depth when reaching the testing age, determining a plurality of testing points on each concrete test block, obtaining representative values of the concrete penetration depth under different curing ages, calculating the maturity according to the temperature and the age, establishing a relation curve of the concrete penetration depth and the maturity, and calculating the maturity according to the following formula:
in the formula, M is the maturity; t is in the time period
The average temperature of the inner concrete test block, the representative value of the concrete penetration depth and the calculated maturity value are put into a rectangular coordinate system, and a relation curve of the concrete penetration depth and the maturity is established;
finding out the penetration depth with the same maturity as the field concrete engineering in the testing age on a calibration curve of the penetration depth-maturity of the standard concrete, and recording as D0In mm, comparison D0And the value of D, note
When is coming into contact with
The larger the value, the larger the concrete penetration resistance at the site, the more the ice is, and the more the frost is.
2. The method for evaluating the early freezing performance of concrete according to the maturity of claim 1, wherein the method comprises the following steps: in a penetration depth test performed by establishing a relation curve between the penetration depth and the maturity of the concrete under standard curing conditions, the numeric area of each maturity measuring point is 15-20.
3. The method for evaluating the early freezing performance of concrete according to the maturity of claim 1 or 2, wherein the method comprises the following steps: the range of the distance between the adjacent measuring points is 30-40 mm, and the linear distance from each measuring point to the edge of the test piece where the measuring point is located is 30-40 mm.
4. The method for evaluating the early freezing performance of concrete according to the maturity of claim 3, wherein the method comprises the following steps: the process for detecting the frozen damage degree of the concrete cured to a certain age on the construction site comprises the following steps: and (3) carrying out penetration depth test on the concrete project by utilizing a concrete strength detector in cooperation with a nail-shooting method, wherein the value range of the number of the test points of the penetration depth test in the test age is 15-20.
5. The method for evaluating the early freezing performance of concrete according to the maturity of claim 1, wherein the method comprises the following steps: the temperature sensor is provided with the temperature recorder in a matching way, and the temperature sensor is connected with the temperature recorder.
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| CN112161896A (en) * | 2020-10-13 | 2021-01-01 | 威海银通新材料有限公司 | Method for evaluating construction workability of polymer concrete bridge deck pavement material |
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