CN113933188B - Test method for freeze thawing fatigue performance of building rubbish recycled aggregate asphalt concrete - Google Patents
Test method for freeze thawing fatigue performance of building rubbish recycled aggregate asphalt concrete Download PDFInfo
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Abstract
The invention relates to a test method for freeze-thawing fatigue performance of construction waste recycled aggregate asphalt concrete, which comprises the following steps of S1, preparing a test piece by adopting AC-20C medium graded asphalt concrete; s2, acquiring time-by-time temperature, time-by-time humidity and time-by-time solar radiation intensity data in a region to be tested for 20 years in a Chinese meteorological data network; s3, calculating the corresponding time-by-time temperature T of the lower layer of the asphalt concrete pavement p (. Degree.C.) and give the highest daily temperature T pmax (DEGC) with minimum temperature T pmin (. Degree.C.) in T pmax >0 and T pmin <0 is used as a condition for judging that the deep asphalt concrete is subjected to freeze thawing cycle on the same day. The invention not only considers the adverse effect of the freeze-thawing cycle effect which accords with the climate conditions of a specific area on the construction waste recycled aggregate asphalt concrete, but also designs a freeze-thawing cycle test method which accords with the actual situation, thereby realizing the comprehensive test of the freeze-thawing fatigue performance of the construction waste recycled aggregate asphalt concrete.
Description
Technical Field
The invention relates to the technical field of road and environmental engineering, in particular to a test method for freeze thawing fatigue performance of asphalt concrete of recycled aggregate of construction waste.
Background
At present, the application research of the construction waste in road engineering mainly focuses on a pavement base layer, an underlayment layer and a roadbed, and good results are obtained. The service life of asphalt pavement is generally 1-3 years less than the design life, and most asphalt pavement is caused by fatigue cracking from disease generation to gradual loss of service capability, and the fatigue characteristic of asphalt pavement becomes a key element for influencing the service life. Accordingly, for the construction waste recycled aggregate asphalt concrete, a fatigue property study has to be conducted in depth.
The fatigue characteristic test method and the test condition are used as a variable factor, so that the fatigue characteristic of the asphalt concrete is greatly influenced, the four-point bending fatigue life test piece of the asphalt mixture in the existing specification JTG E20-2011 (T0739-2011) is complex in molding, difficult to operate and large in result variability, the test temperature is generally 15 ℃ or 25 ℃ at room temperature, the requirements of local related specifications are met theoretically, the design of the conventional climate environment conditions is also realized, and the influence of the continuous action of the climate conditions in a research area is not considered. At present, no test method for evaluating the fatigue characteristics of the building rubbish recycled aggregate asphalt concrete under the air temperature and weather equivalent test conditions exists, the research is mainly focused on the natural aggregate asphalt concrete, and the test condition simulation is mostly started from the freeze thawing cycle test conditions. Obviously, the freeze-thawing cycle effect has obvious negative effect on the fatigue life of the asphalt concrete, but the existing specification (T0729-2000 in JTG E20-2011) only has freeze-thawing test conditions aiming at the water stability of the asphalt concrete, the test conditions of the freeze-thawing fatigue test are not clearly specified, and no method has been considered for influencing the fatigue performance of the regenerated asphalt concrete by the continuous action of the climate conditions of specific areas.
Disclosure of Invention
The invention provides a test method for freeze thawing fatigue performance of asphalt concrete of construction waste recycled aggregate, which aims to solve the problems in the prior art.
In order to achieve the above purpose, the invention adopts the following technical scheme:
a method for testing freeze thawing fatigue performance of construction waste recycled aggregate asphalt concrete comprises the following steps,
s1, adopting asphalt concrete with the AC-20C median grading, adopting building rubbish recycled aggregate to replace LSA coarse aggregate in the asphalt concrete according to an equal mass substitution mode with the mixing amount of 50%, forming a set number of test pieces according to a manufacturing method of a T0736-2011 asphalt mixture rotary compaction test piece in JTG E20-2011, wherein the test piece size is phi 100 x 63.5mm, preserving the formed test pieces for 24 hours at room temperature, and dividing the set number of test pieces into two types of non-freeze-thawing test pieces and freeze-thawing test pieces;
s2, acquiring time-by-time temperature, time-by-time humidity and time-by-time solar radiation intensity data in a region to be tested for 20 years in a Chinese meteorological data network; the data are subjected to measurement unit conversion, and error or invalid data are removed through a quality control code, so that the time-by-time air temperature Ta (DEG C) and the time-by-time solar radiation intensity Q (kW/m) are finally obtained 2 ) Time-wise humidity ψ (% RH);
s3, calculating the top depth H of the subsurface layer of the asphalt concrete pavement according to the following formula 1 And bottom depth H 2 Respectively corresponding time-by-time temperature T p (. Degree.C.) and give the highest daily temperature T pmax (DEGC) with minimum temperature T pmin (℃)，
T p ＝-1.227+0.891T a5 +24.858Q 5 2 -0.007HT a -0.76HQ+0.656H-0.009H 2 -0.004H 3 +0.469θ m
Wherein Q-the intensity of solar radiation per time (kW/m) 2 )；
T a5 -previous 5h averageAir temperature (DEG C);
Q 5 the mean solar radiation intensity (kW/m) of 5 hours before 2 )；
H-road surface depth (cm);
θ m -average temperature of the calendar year and month (c) for different months;
s4, T pmax >0 and T pmin <0 is used as a condition for judging that the deep asphalt concrete has freeze thawing cycle on the same day, and then the depth of the layer under the asphalt concrete pavement is counted to be H 1 And H 2 The time is the number of freeze thawing cycles occurring in the current year, and H is taken as 1 And H 2 The corresponding freezing and thawing cycle times are compared to obtain the depth which is greatly influenced by the freezing and thawing cycle, the freezing and thawing cycle temperature interval value with the occurrence probability of more than 95% in 20 years of the depth is determined to be A-B by an accumulated frequency method, and the average relative humidity value psi when the freezing and thawing cycle occurs in 20 years is calculated according to the freezing and thawing cycle occurrence probability distribution Total average of ；
S5, carrying out parameter design on the concrete freeze thawing test machine, wherein the freezing temperature is designed to be A, the thawing temperature is designed to be B, and the environment relative humidity is designed to be psi Total average of Setting the number of freeze thawing cycles to be the total number of times of freeze thawing cycles occurring within 20 years at a depth which is greatly influenced by the freeze thawing cycles, and then placing the freeze thawing test piece prepared in the step S1 in a freeze thawing test machine for freeze thawing cycle test;
s6, in the step S5, selecting a plurality of groups of freeze-thawing test pieces which have been subjected to different freeze-thawing cycle times from a concrete freeze-thawing test machine according to a gradient selection method, wherein the number of the freeze-thawing test pieces in each group is the same;
s7, performing an indirect tensile fatigue test on the plurality of groups of freeze-thawing test pieces prepared in the step S6 and the non-freeze-thawing test pieces prepared in the step S1 through an indirect tensile fatigue test device, taking complete fracture of the test pieces as a fatigue failure judgment standard, and obtaining a freeze-thawing fatigue life value N and a freeze-thawing cycle number x of the plurality of groups of test pieces when the test is finished, wherein the load cycle number is the fatigue life of the test pieces;
s8, carrying out nonlinear regression on the freeze-thawing fatigue life values and the freeze-thawing cycle times of a plurality of groups of test pieces by adopting Origin software, wherein a fatigue equation obtained by regression is shown as follows:
N＝Ax b
wherein, N-freeze thawing fatigue life (times);
x-number of freeze thawing cycles (times);
a, b-fatigue equation parameters.
In any of the above schemes, it is preferable that in step S1, after the test piece is cured for 24 hours at room temperature, a hole is drilled in the center of one of the freeze-thawing test pieces, and a thermometer is installed in the drilled hole to detect the temperature inside the test piece, where the freeze-thawing test piece is used as a temperature control standard test piece.
In any of the above embodiments, it is preferable that in step S3, the asphalt concrete pavement subsurface layer top depth H 1 4cm, bottom depth H 2 10cm.
In any of the above-described aspects, it is preferable that, in step S5, the condition for switching between the freezing temperature and the thawing temperature is one of the following conditions,
4) The detected center temperature of the freeze-thawing test piece reaches the set freezing temperature or thawing temperature;
5) The freezing time reaches 8 hours;
6) The melting time reaches 4 hours.
In any of the above embodiments, preferably, the temperature gradient of the switching between the freezing temperature and the thawing temperature is 5 ℃/h.
In any of the above schemes, preferably, in step S5, a start button of the freeze thawing test machine is pressed, the freeze thawing test machine automatically performs a freeze thawing cycle test according to set parameters until the required freeze thawing times are reached, and if the test is temporarily terminated in the test process, the freeze thawing test piece needs to be ensured to be in a frozen state.
In any of the above schemes, preferably, before the indirect tensile fatigue test is performed, the split tensile strength corresponding to the test piece made of the asphalt concrete material needs to be determined, the split tensile strength is calculated by the following formula,
R T ＝0.006287P T /h
wherein R is T -cleavage tensile strength (Mpa);
P T -a test load maximum (N);
h-specimen height (mm).
In any of the above embodiments, preferably, when the indirect tensile fatigue test is performed in step S7, the load control mode of the indirect tensile fatigue test apparatus is a stress control mode, and the stress value is 0.2R T The loading waveform is a half sine wave, and the loading frequency is 10HZ.
In any of the above schemes, it is preferable that the time-by-time humidity data obtained in step S2 is weighted according to the probability of occurrence of freeze thawing cycle each month, the month average relative humidity when the freeze thawing cycle occurs each month is calculated, then the month average humidity each year is summarized and the year average relative humidity each year is calculated, and the year average relative humidity for 20 years is summarized and averaged to finally obtain the total average relative humidity ψ Total average of 。
In any of the above embodiments, it is preferable that the temperature gauges are placed in a test tank and a water bath of the concrete freeze thawing test machine, and the number of the temperature gauges in the test tank is two.
Compared with the prior art, the test method for the freeze-thawing fatigue performance of the building rubbish recycled aggregate asphalt concrete has the following beneficial effects:
compared with the existing test method for evaluating the fatigue performance of the building rubbish recycled aggregate asphalt concrete, the test method provided by the invention not only considers the adverse effect of the freeze-thawing cycle action meeting the climate conditions of a specific area on the building rubbish recycled aggregate asphalt concrete, but also designs a freeze-thawing cycle test method more meeting the practical conditions, thereby realizing the comprehensive evaluation of the freeze-thawing fatigue performance of the building rubbish recycled aggregate asphalt concrete; the freeze thawing fatigue performance of the asphalt concrete can be estimated; the experimental method has simple steps and good repeatability of the experimental result.
Drawings
FIG. 1 is a grading curve of construction waste recycled aggregate asphalt concrete provided by the invention;
FIG. 2 is a schematic diagram of the process of rejecting erroneous or invalid data by quality control codes when the China weather data network acquires time-by-time temperature, humidity and solar radiation intensity data;
FIG. 3 is a top depth H of the subsurface layer of the asphalt concrete pavement within 20 years 1 =4cm and bottom end face depth H 2 Freeze-thaw cycle number profile occurring at 10 cm;
FIG. 4 is a graph showing the probability of determining the freeze-thaw cycle temperature to be 95% by the cumulative frequency method;
FIG. 5 is a graph of average relative humidity per month versus probability of freeze-thaw cycles occurring;
FIG. 6 is a graph of five asphalt concrete freeze-thaw fatigue life versus freeze-thaw cycle number fits;
FIG. 7 is a schematic view of an indirect stretching clamp mounted on a base;
fig. 8 is a schematic structural view of the base in fig. 7.
Detailed Description
For a further understanding of the present invention, the present invention will be described in detail with reference to the following examples.
As shown in fig. 1, one embodiment of the test method for freeze-thaw fatigue performance of construction waste recycled aggregate asphalt concrete according to the present invention comprises the following steps,
s1, adopting asphalt concrete with AC-20C median grading, adopting construction waste recycled aggregate to replace LSA coarse aggregate in the asphalt concrete according to an equal mass substitution mode with the mixing amount of 50%, and determining that the oil-stone ratio is 5.0% by a Marshall method. According to the manufacturing method of the T0736-2011 asphalt mixture rotary compaction test piece in JTGE20-2011, forming a set number of test pieces, wherein the size of the test pieces is phi 100 x 63.5mm, curing the formed test pieces at room temperature for 24 hours, and dividing the set number of test pieces into two types of non-frozen and thawed test pieces;
wherein, the mass ratio of the coarse aggregate with the diameter of 4.75mm to 26.5mm in the AC-20C median grading is 59 percent, and the mass ratio of sieve pores of each grade of 19mm, 16mm, 13.2mm, 9.5mm and 4.75mm is 5 percent, 10 percent, 14 percent, 10 percent and 20 percent respectively; the mass ratio of the fine aggregate of 0.075-4.75 mm is 36%, wherein the mass ratio of each sieve mesh of 2.36mm, 1.18mm, 0.6mm, 0.3mm, 0.15mm and 0.075mm is 11%, 7.5%, 6.5%, 5%, 2.5% and 3.5% respectively; the mass ratio of the mineral powder is 5%. The SK-70 asphalt is 5% of the total mass of the aggregate, and the fine aggregate and the mineral powder are LSA natural aggregate.
The method comprises the steps of replacing 50% of the mass of coarse aggregate in the AC-20C median grading by building rubbish recycled aggregate and the like, wherein the component ratio after replacement is that the mass ratio of the coarse aggregate with the diameter of 4.75-26.5 mm is 28.5%, the mass ratio of the building rubbish recycled aggregate is 28.5%, the mass ratio of the coarse aggregate with the diameter of 19mm, 16mm, 13.2mm, 9.5mm and 4.75mm of sieve holes and the mass ratio of the building rubbish recycled aggregate are 2.5%, 5%, 7%, 5% and 10%, the mass ratio of the fine aggregate with the diameter of 0.075-4.75 mm is 36%, and the mass ratio of mineral powder is 5%.
S2, acquiring time-by-time temperature, time-by-time humidity and time-by-time solar radiation intensity data in a region to be tested for 20 years in a Chinese meteorological data network; the data are subjected to measurement unit conversion, and error or invalid data are removed through a quality control code, so that the time-by-time air temperature Ta (DEG C) and the time-by-time solar radiation intensity Q (kW/m) are finally obtained 2 ) Time-wise humidity ψ (% RH); and calculates the average temperature T for 5 hours a5 Average solar radiation intensity Q for the first 5 hours 5 。
S3, calculating the top depth H of the subsurface layer of the asphalt concrete pavement according to the following formula 1 And bottom depth H 2 Respectively corresponding time-by-time temperature T p (. Degree.C.) and give the highest daily temperature T pmax (DEGC) with minimum temperature T pmin (℃)
T p ＝-1.227+0.891T a5 +24.858Q 5 2 -0.007HT a -0.76HQ+0.656H-0.009H 2 -0.004H 3 +0.469θ m
Wherein Q-the intensity of solar radiation per time (kW/m) 2 )；
T a5 -previous 5 hours of average air temperature (°c);
Q 5 the mean solar radiation intensity (kW/m) of 5 hours before 2 )；
H-road depth (cm);
θ m -average temperature of the calendar year and month (c) for different months;
s4, T pmax >0 and T pmin <0 is used as a condition for judging that the deep asphalt concrete has freeze thawing cycle on the same day, and then the depth of the layer under the asphalt concrete pavement is counted to be H 1 And H 2 The time is the number of freeze thawing cycles occurring in the current year, and H is taken as 1 And H 2 The corresponding freezing and thawing cycle times are compared to obtain the depth which is greatly influenced by the freezing and thawing cycle, the freezing and thawing cycle temperature interval value with the occurrence probability of more than 95% in 20 years of the depth is determined to be A-B by an accumulated frequency method, and the average relative humidity value psi when the freezing and thawing cycle occurs in 20 years is calculated according to the freezing and thawing cycle occurrence probability distribution Average of ；
In this case, the application statement=if (AND (T pmax >0,T pmin <0) "Freeze thawing", "not freeze thawing"), judging whether freeze thawing cycle occurs on the same day, if T pmax >0 and T pmin <And outputting the 'the deep asphalt concrete on the same day has a freeze-thawing cycle', and outputting the 'the deep asphalt concrete on the same day has no freeze-thawing cycle'.
The time-by-time humidity data obtained in the step S2 are weighted according to the probability of freeze thawing cycle occurrence per month, the month average relative humidity when the freeze thawing cycle occurrence per month is calculated, the month average humidity per year is summarized, the year average relative humidity per year is calculated, the year average relative humidity for 20 years is summarized and averaged, and the total average relative humidity psi is finally obtained Total average of 。
S5, carrying out parameter design on the concrete freeze thawing test machine, wherein the freezing temperature is designed to be A, the thawing temperature is designed to be B, and the environment relative humidity is designed to be psi Total average of Setting the number of freeze thawing cycles to be the total number of times of freeze thawing cycles occurring within 20 years at a depth which is greatly influenced by the freeze thawing cycles, and then placing the freeze thawing test piece prepared in the step S1 in a freeze thawing test machine for freeze thawing cycle test;
s6, in the step S5, selecting a plurality of groups of freeze-thawing test pieces which have been subjected to different freeze-thawing cycle times from a concrete freeze-thawing test machine according to a gradient selection method, wherein the number of the freeze-thawing test pieces in each group is the same;
s7, performing an indirect tensile fatigue test on the plurality of groups of freeze-thawing test pieces prepared in the step S6 and the non-freeze-thawing test pieces prepared in the step S1 through an indirect tensile fatigue test device, taking complete fracture of the test pieces as a fatigue failure judgment standard, and obtaining a freeze-thawing fatigue life value N and a freeze-thawing cycle number x of the plurality of groups of test pieces when the test is finished, wherein the load cycle number is the fatigue life of the test pieces;
s8, carrying out nonlinear regression on the freeze-thawing fatigue life values and the freeze-thawing cycle times of a plurality of groups of test pieces by adopting Origin software, wherein a fatigue equation obtained by regression is shown as follows:
N＝Ax b
wherein, N-freeze thawing fatigue life (times);
x-number of freeze thawing cycles (times);
a, b-fatigue equation parameters.
In step S1, after the test piece is cured for 24 hours at room temperature, drilling is carried out at the center of one of the freeze-thawing test pieces, a thermometer is arranged in the drilling to detect the temperature inside the test piece, and the freeze-thawing test piece is used as a temperature control standard test piece.
In step S3, the asphalt concrete pavement subsurface layer top depth H 1 4cm, bottom depth H 2 10cm.
In step S5, the condition for switching between the freezing temperature and the thawing temperature is one of the following conditions,
7) The detected center temperature of the freeze-thawing test piece reaches the set freezing temperature or thawing temperature;
8) The freezing time reaches 8 hours;
9) The melting time reaches 4 hours.
The temperature gradient of the freezing temperature and the melting temperature is 5 ℃/h.
In step S5, a start button of the freeze thawing test machine is pressed, the freeze thawing test machine automatically performs freeze thawing cycle test according to set parameters until the required freeze thawing times are reached, and if the test is temporarily stopped in the test process, the freeze thawing test piece is required to be ensured to be in a frozen state.
Before an indirect tensile fatigue test is carried out, the splitting tensile strength corresponding to a test piece manufactured by adopting an asphalt concrete material is required to be determined, the splitting tensile strength is calculated by adopting the following formula, the test is carried out according to T0716-2011 in JTG E20-2011,
R T ＝0.006287P T /h
wherein R is T -cleavage tensile strength (Mpa);
P T -a test load maximum (N);
h-specimen height (mm).
The splitting tensile strength of the test pieces made of different asphalt concrete materials is different.
Further, in the case of performing the indirect tensile fatigue test in step S7, the load control mode of the indirect tensile fatigue test apparatus is a stress control mode, and the stress value is 0.2R T The loading waveform is a half sine wave, and the loading frequency is 10HZ.
Further, the two thermometers are placed in the test tank and the water bath box of the concrete freeze thawing test machine.
In this embodiment, the indirect tensile fatigue test device adopts UTM-25 universal tester, including environment case, load device and data acquisition system, install base 1 and indirect tensile anchor clamps in the environment incasement, base 1 is fixed on the diapire of environment incasement, and indirect tensile anchor clamps are with test piece centre gripping and are exerted pressure through load device and are extruded.
The interval stretching clamp as shown in fig. 7 comprises an upper pressing strip 2, a lower pressing strip 4 and a guide column 3, wherein the upper pressing strip 2 is positioned above the lower pressing strip 4 and is fixed with a pressure head on a load device, the lower pressing strip 4 is arranged on a base 1, the guide column 3 is respectively fixed at two ends of the top of the lower pressing strip, the guide column 3 penetrates through the upper pressing strip, namely, a guide hole is formed in a position, corresponding to the guide column, of the upper pressing strip, the guide column penetrates through the guide hole, and the guide column can slide up and down in the guide hole. The load device drives the pressure head to drive the upper pressing strip to move relative to the lower pressing strip, the test piece is placed between the upper pressing strip and the lower pressing strip, and the test piece is extruded through the combined action of the upper pressing strip and the lower pressing strip until the test piece is broken, so that the indirect tensile fatigue test is realized.
Further, as shown in fig. 8, the base 1 is provided with a mounting hole, so that the lower pressing strip can be inserted into the mounting hole, at least two threaded holes communicated with the mounting hole are formed in one side wall of the base, the threaded holes are connected with bolts 5 through threads, and when the lower pressing strip is fixed with the base, the lower pressing strip is screwed into the threaded holes through the bolts 5 and is pressed in the mounting hole, so that the lower pressing strip is clamped on the base, and the fixing is completed.
The test of the freeze thawing fatigue performance of the concrete is specifically illustrated by the following experimental data.
The AC-20C median grading commonly adopted in the lower layer of the asphalt concrete is selected, the natural aggregate and mineral powder are limestone LSA, the asphalt is No. 70 asphalt, the construction waste recycled aggregate is adopted to replace LSA coarse aggregate in the asphalt concrete according to the equal mass substitution mode of 50% of the mixing amount due to the density difference of RCA and LSA, and the oil-stone ratio is determined to be 5.0% by a Marshall method. In order to prove the reliability of the test, five kinds of building rubbish recycled aggregates with the particle size of 5-20mm are respectively selected to respectively replace the LSA coarse aggregates to form five kinds of asphalt concrete, namely RCA1, RCA2, RCA3, RCA4 and RCA5, and the five kinds of asphalt concrete materials are respectively tested, and the properties of the five kinds of building rubbish recycled aggregates with different sources are shown in Table 1:
table 1 various properties of five different sources of construction waste recycled aggregate
According to the manufacturing method of the T0736-2011 asphalt mixture rotary compaction test piece in JTG E20-2011, 120 test pieces are molded for each asphalt concrete material to form five groups of test pieces, the test pieces are phi 100 x 63.5mm in size, the molded test pieces are subjected to curing for 24 hours at room temperature, the center of one test piece in each group of test pieces is drilled for installing a thermometer, 20 of the test pieces in each group of test pieces are taken out as non-freeze-thawing test pieces, and the rest 100 test pieces are taken as freeze-thawing test pieces for subsequent freeze-thawing cycle tests.
The method comprises the steps of acquiring time-by-time temperature, humidity and solar radiation intensity data of Beijing stations 2000.01.01-2019.12.31 with zone numbers 54511 in a Chinese meteorological data network; the data is subjected to metric unit conversion, and error or invalid data is removed through a quality control code, and the process is shown in fig. 2.
Calculating required parameters: t (T) a Is the current air temperature (DEG C); t (T) a5 Average air temperature (deg.C) for the first 5 hours; q is the current solar radiation intensity (kW/m) 2 )；Q 5 For a previous 5h mean solar radiation intensity (kW/m) 2 ) The method comprises the steps of carrying out a first treatment on the surface of the H is the road surface depth (cm); θ m For the average temperature of different month calendar year and month, taking data of 1 month 1 day 1 to 12 of 2019 as an example, various parameters of 12 hours are obtained, as shown in table 2:
table 2 parameters at 1.1.month.1.about.12 of 2019
Substituting each parameter obtained in the table into T in step S3 p In the calculation formula of (2), the time-by-time temperature T is obtained p By comparison, the highest daily temperature T is obtained pmax And the minimum temperature T pmin The method comprises the steps of carrying out a first treatment on the surface of the Calculated by the same method, finally obtains the highest daily temperature T in 2000.01.01-2019.12.31 pmax And the minimum temperature T pmin 。
According to the condition of the occurrence of the freeze thawing cycle in the step S4, the top depth H of the subsurface layer of the asphalt concrete pavement is counted every year 1 =4cm and bottom end face depth H 2 Number of freeze-thaw cycles occurring at 10cm, and plotted as curve (as shown in fig. 3), from fig. 3It is apparent that the 4cm depth is affected by the freeze-thaw cycle more strongly than the 10cm depth, so that the test is performed with the 4cm depth lower layer, the annual average freeze-thaw cycle number of the 4cm depth lower layer is 63.35, the probability of the freeze-thaw cycle temperature being 95% is determined by the cumulative frequency method, as shown in fig. 4, the probability of the freeze-thaw cycle occurring between-8 and 10 ℃ is more than 95%, and thus the freeze-thaw cycle temperature interval value is-8-10 ℃, i.e., a= -8, b=10.
Calculating average humidity of Beijing area each month over 20 years by using time-by-time humidity data acquired in Chinese weather data network, wherein the average humidity of each month is weighted according to the probability of occurrence of freeze thawing cycle each month as shown in table 3 by taking 2019 as an example, the average relative humidity of each month is calculated when the freeze thawing cycle occurs each month as shown in fig. 5, the average humidity of each month is summarized and the average relative humidity of each year is calculated, the average relative humidity of each year is averaged for 20 years, and the total average relative humidity psi is finally obtained Total average of ＝47％。
Table 3 humidity data calculation table
Placing the thermometer in the test tank and the water bath box of the concrete freeze thawing test machine, placing two in the water bath box, and placing the temperature in the drill hole on the test piece to detect the temperature in the test piece, and judging whether the temperature reaches the freezing temperature value and the thawing temperature value through the temperature in the test piece.
Respectively carrying out a freeze-thawing cycle test on each group of prepared test pieces, and placing each group of test pieces in a test die of a concrete freeze-thawing test machine to ensure that the test pieces are placed flatly; and (5) injecting an antifreezing solution into the test groove, and ensuring that no water exists in the test mold.
Setting parameters, namely opening a concrete freeze thawing testing machine to set the parameters: the ambient relative humidity was set at 47%, the freezing temperature was set at-8 ℃, the thawing temperature was set at 10 ℃, the temperature ramp gradient was 5 ℃/hr, and the freeze-thaw cycle was set 650 times (calculated as 65 times per year, 20 years of road surface life).
And pressing a start button of the testing machine, automatically performing a freeze-thawing cycle test by the testing machine according to the set parameters until the required freeze-thawing times are reached, and respectively taking out 20 test pieces when the freeze-thawing cycle is performed for 10 times, 50 times, 150 times, 350 times and 650 times.
Before the indirect tensile splitting fatigue test, the splitting test is carried out on a test piece made of asphalt concrete material to determine splitting tensile strength, and the calculation formula R is adopted T ＝0.006287P T And/h.
In order to embody the fatigue equation obtained in this example to be effective, five materials, RCA1, RCA2, RCA3, RCA4, RCA5, were used to test, and the split tensile strengths calculated using five different kinds of construction waste recycled aggregate asphalt concrete materials are shown in table 4:
table 4 cleavage Strength of asphalt concrete samples of construction waste recycled aggregate
Adopting an asphalt concrete indirect tensile fatigue test device to respectively carry out indirect tensile fatigue tests on freeze thawing test pieces which are not subjected to freeze thawing and finish 10 times, 50 times, 150 times, 350 times and 650 times of freeze thawing cycles, wherein the test temperature is 8 ℃, and the stress value is 0.2R T The load control mode is a stress control mode, the loading waveform is a half sine wave, the frequency is 10HZ, the test piece is completely broken to serve as a fatigue failure judgment standard, and the load cycle times are the fatigue life of the test piece after the test is finished. The fatigue life versus freeze-thaw cycle times for five different types of asphalt concrete materials are shown in table 5:
TABLE 5 Freeze thawing fatigue life and Freeze thawing cycle times
Carrying out nonlinear regression on the five asphalt concrete freeze-thawing fatigue life and the freeze-thawing cycle times by adopting Origin software, wherein a fatigue equation formula obtained by regression accords with the fatigue equation of the step S8, equation fitting parameters are shown in a table 6,
TABLE 6 Freeze thawing fatigue life and Freeze thawing cycle time equation parameters
According to the construction waste recycled aggregate asphalt concrete freeze-thawing fatigue performance evaluation method, a construction waste recycled aggregate asphalt concrete freeze-thawing fatigue life and freeze-thawing cycle time function equation is established, and the difference of the five construction waste recycled aggregate asphalt concrete fatigue characteristics mainly exists in the difference of equation parameters A and b. As can be seen from Table 6, all fatigue equations fit the correlation coefficient R 2 >0.94, illustrating that the equations established in this example are fatigue efficient.
The fitted curves of the five asphalt concrete freeze-thawing fatigue life and the freeze-thawing cycle times are shown in fig. 6, and obviously, the asphalt concrete fatigue life is reduced along with the increase of the freeze-thawing cycle times, and has a power function relation, the asphalt concrete fatigue life after 650 freeze-thawing cycles is only 35-52% of the original life, and the rate of reducing the asphalt concrete fatigue life is gradually slowed down along with the increase of the freeze-thawing cycle times. The method has the advantages that the influence of the continuous action of the climate conditions on the fatigue performance of the construction waste recycled asphalt concrete is great, and the testing method well reflects the phenomenon.
The method is convenient to operate, simple in steps and good in test result repeatability, fills the blank that the influence of the continuous effect of freezing and thawing of regional climate conditions is not considered in the existing method for testing the fatigue performance of the asphalt concrete with the construction waste recycled aggregate, achieves more accurate fatigue life estimation of the asphalt concrete with the construction waste recycled aggregate, and provides firm theoretical support for application of the construction waste in asphalt pavement layers.
It will be readily understood by those skilled in the art that the present invention, including any combination of parts described in the summary and detailed description of the invention above and shown in the drawings, is limited in scope and does not constitute a complete description of the various aspects of these combinations for the sake of brevity. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (9)
1. A test method for freeze thawing fatigue performance of building rubbish recycled aggregate asphalt concrete is characterized by comprising the following steps: comprises the steps of,
s1, adopting asphalt concrete with an AC-20C median grading, adopting construction waste recycled aggregate to replace limestone coarse aggregate in the asphalt concrete according to an equal mass substitution mode with the mixing amount of 50%, forming a set number of test pieces according to a manufacturing method of a T0736-2011 asphalt mixture rotary compaction test piece in JTGE20-2011, wherein the test piece size is phi 100 x 63.5mm, preserving the formed test pieces for 24 hours at room temperature, and dividing the set number of test pieces into two types of non-freeze-thawing test pieces and freeze-thawing test pieces;
s2, acquiring time-by-time temperature, time-by-time humidity and time-by-time solar radiation intensity data in a region to be tested for 20 years in a Chinese meteorological data network; the data are subjected to measurement unit conversion, and error or invalid data are removed through a quality control code, so that the time-by-time air temperature Ta ℃ and the time-by-time solar radiation intensity QkW/m are finally obtained 2 Time-by-time humidity ψ% RH;
s3, calculating the top depth H of the subsurface layer of the asphalt concrete pavement according to the following formula 1 And bottom depth H 2 Respectively corresponding time-by-time temperature T p C, and obtaining the highest daily temperature T pmax DEG C and minimum temperature T pmin ℃，
T p ＝-1.227+0.891T a5 +24.858Q 5 2 -0.007HT a -0.76HQ+0.656H-0.009H 2 -0.004H 3 +0.469θ m
Wherein Q-the intensity of solar radiation from time to time, kW/m 2 ；
T a5 -average air temperature, c, 5 hours before;
Q 5 the average solar radiation intensity of 5 hours before, kW/m 2 ；
H, pavement depth, cm;
θ m -average temperature, c for different month calendar years;
s4, T pmax >0 and T pmin <0 is used as a condition for judging that the deep asphalt concrete has freeze thawing cycle on the same day, and then the depth of the layer under the asphalt concrete pavement is counted to be H 1 And H 2 The number of freeze thawing cycles occurring in the same year at the time of treatment, and H 1 And H 2 The corresponding freezing and thawing cycle times are compared to obtain the depth which is greatly influenced by the freezing and thawing cycle, the freezing and thawing cycle temperature interval value with the occurrence probability of more than 95% in 20 years of the depth is determined to be A-B by an accumulated frequency method, and the average relative humidity value psi when the freezing and thawing cycle occurs in 20 years is calculated according to the freezing and thawing cycle occurrence probability distribution Total average of ；
S5, carrying out parameter design on the concrete freeze thawing test machine, wherein the freezing temperature is designed to be A, the thawing temperature is designed to be B, and the environment relative humidity is designed to be psi Total average of Setting the number of freeze thawing cycles to be the total number of times of freeze thawing cycles occurring within 20 years at a depth which is greatly influenced by the freeze thawing cycles, and then placing the freeze thawing test piece prepared in the step S1 in a freeze thawing test machine for freeze thawing cycle test;
s6, in the step S5, selecting a plurality of groups of freeze-thawing test pieces which have been subjected to different freeze-thawing cycle times from a concrete freeze-thawing test machine according to a gradient selection method, wherein the number of the freeze-thawing test pieces in each group is the same;
s7, performing an indirect tensile fatigue test on the plurality of groups of freeze-thawing test pieces prepared in the step S6 and the non-freeze-thawing test pieces prepared in the step S1 through an indirect tensile fatigue test device, taking complete fracture of the test pieces as a fatigue failure judgment standard, and obtaining a freeze-thawing fatigue life value N and a freeze-thawing cycle number x of the plurality of groups of test pieces when the test is finished, wherein the load cycle number is the fatigue life of the test pieces;
s8, carrying out nonlinear regression on the freeze-thawing fatigue life values and the freeze-thawing cycle times of a plurality of groups of test pieces by adopting Origin software, wherein a fatigue equation obtained by regression is shown as follows:
N＝Ax b
wherein, the N-freeze thawing fatigue life is the next time;
x-times of freeze thawing cycle, times;
a, b-fatigue equation parameters;
weighting the time-by-time humidity data obtained in the step S2 according to the probability of the occurrence of freeze thawing cycles each month, calculating the month average relative humidity when the occurrence of freeze thawing cycles each month, then summarizing the month average humidity each year and calculating the year average relative humidity each year, summarizing the year average relative humidity of 20 years, averaging the year average relative humidity summary of 20 years, and finally obtaining the total average relative humidity psi Total average of 。
2. The test method for freeze-thawing fatigue performance of the construction waste recycled aggregate asphalt concrete according to claim 1, which is characterized by comprising the following steps: in step S1, after the test piece is cured for 24 hours at room temperature, drilling is carried out at the center of one of the freeze-thawing test pieces, a thermometer is arranged in the drilling to detect the temperature inside the test piece, and the freeze-thawing test piece is used as a temperature control standard test piece.
3. The test method for freeze-thawing fatigue performance of the construction waste recycled aggregate asphalt concrete according to claim 1, which is characterized by comprising the following steps: in step S3, the asphalt concrete pavement subsurface layer top depth H 1 4cm, bottom depth H 2 10cm.
4. The test method for freeze-thawing fatigue performance of the construction waste recycled aggregate asphalt concrete according to claim 1, which is characterized by comprising the following steps: in step S5, the condition for switching between the freezing temperature and the thawing temperature is one of the following conditions,
1) The detected center temperature of the freeze-thawing test piece reaches the set freezing temperature or thawing temperature;
2) The freezing time reaches 8 hours;
3) The melting time reaches 4 hours.
5. The test method for freeze-thawing fatigue performance of the construction waste recycled aggregate asphalt concrete according to claim 1, which is characterized by comprising the following steps: the temperature gradient of the freezing temperature and the melting temperature is 5 ℃/h.
6. The test method for freeze-thawing fatigue performance of the construction waste recycled aggregate asphalt concrete according to claim 1, which is characterized by comprising the following steps: in step S5, a start button of the freeze thawing test machine is pressed, the freeze thawing test machine automatically performs freeze thawing cycle test according to set parameters until the required freeze thawing times are reached, and if the test is temporarily stopped in the test process, the freeze thawing test piece is required to be ensured to be in a frozen state.
7. The test method for freeze-thawing fatigue performance of the construction waste recycled aggregate asphalt concrete according to claim 1, which is characterized by comprising the following steps: before the indirect tensile fatigue test, the splitting tensile strength corresponding to the test piece manufactured by adopting the asphalt concrete material needs to be determined, the splitting tensile strength is calculated by adopting the following formula,
R T ＝0.006287P T /h
wherein R is T -splitting tensile strength, mpa;
P T -maximum test load, N;
h is the height of the test piece, mm.
8. The test method for freeze-thawing fatigue performance of the construction waste recycled aggregate asphalt concrete according to claim 1, which is characterized by comprising the following steps: in the step S7, when the indirect tensile fatigue test is carried out, the load control mode of the indirect tensile fatigue test device is a stress control mode, and the stress value is 0.2R T The loading waveform is a half sine wave, and the loading frequency is 10HZ.
9. The test method for freeze-thawing fatigue performance of the construction waste recycled aggregate asphalt concrete according to claim 1, which is characterized by comprising the following steps: and placing thermometers in the test tank and the water bath box of the concrete freeze thawing testing machine, wherein the number of the thermometers in the test tank is two.
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