CN110057673B - Method for testing direct tensile modulus of inorganic binder stable material - Google Patents
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- CN110057673B CN110057673B CN201910393166.7A CN201910393166A CN110057673B CN 110057673 B CN110057673 B CN 110057673B CN 201910393166 A CN201910393166 A CN 201910393166A CN 110057673 B CN110057673 B CN 110057673B
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Abstract
The invention relates to a medicine bagA direct tensile modulus test method for a mechanical binder stable material belongs to the field of road material performance test. The invention makes the cylinder test piece of inorganic binder stable material, the linear displacement sensor is distributed on the surface of the cylinder, one end of the cylinder test piece is fixed on the base, the other end is fixed on the testing machine, the load-displacement value is recorded by the tensile loading of the testing machine, the load-strain curve is calculated and drawn, the maximum tensile load when the test piece is destroyed is obtained, thereby the maximum strain when the test piece is destroyed is obtained, 0.3 times of the maximum load is taken, 0.3Fr and the corresponding strain Epsilon thereof are taken0.3The tensile modulus Et was calculated according to the formula (2). The method can more directly reflect the tensile modulus of the inorganic binder stabilizing material, and provides more direct reference data for the pavement structure design.
Description
Technical Field
The invention relates to the technical field of road engineering, in particular to a direct tensile modulus testing method of an inorganic binder stable material.
Background
The inorganic binder stabilizing material is mainly used for a pavement base layer in road engineering, and in the design of a pavement structure, the stretching resistance of the base layer is very critical and often controls and dominates the design result. The direct tensile test is an important method for accurately obtaining the tensile modulus of the inorganic binder stabilizing material, but because the existing inorganic binder stabilizing material test procedures in China lack a direct tensile modulus test method, the modulus results of indirect tensile tests such as splitting or bending tests can only be adopted for replacing the test results in pavement design, and larger deviation of the design results can be caused. In addition, due to the particularity of the inorganic binder stabilizing material, a direct tensile modulus test method of asphalt mixture and cement concrete cannot be directly used, and a corresponding test method needs to be researched and proposed again according to the characteristics of the inorganic binder stabilizing material.
Disclosure of Invention
Aiming at the problems, the invention provides a method for testing the direct tensile modulus of the inorganic binder stabilizing material, which is used for obtaining the tensile modulus of the inorganic binder stabilizing material, and the modulus result is closer to the real tensile modulus than the modulus result of the existing indirect tensile test.
A method for testing the direct tensile modulus of an inorganic binder stabilizing material comprises the following sequential steps:
(1) forming a cylindrical test piece made of the inorganic binder stable material, curing for 90 or 180 days, curing in a standard curing room to the day before the specified age, and measuring the diameter of the cylindrical test piece;
(2) the upper loading plate is stuck to the top of the test piece by adopting an adhesive, the lower loading plate is stuck to the bottom of the test piece,
(3) taking out the test piece after being saturated with water and cured for 24 hours, wiping the test piece, respectively fixing more than 3 or 3 linear displacement sensors at the middle position of the side surface of the test piece, wherein the linear displacement sensors are distributed in the radial direction of the cylindrical test piece at equal angles, and the displacement direction measured by the linear displacement sensors is the height direction of the cylindrical test piece;
(4) connecting a material testing machine with an upper loading plate, fixing a lower loading plate on a base, adjusting a linear displacement sensor, resetting, selecting a loading rate, and applying a tensile test load until a test piece is damaged;
5) recording the tensile load F borne by the test piece in the whole tensile test process and the generated tensile displacement d;
6) the tensile strain was calculated according to equation (1),
in the formula: ε -tensile strain;
d-tensile displacement (mm);
h-specimen height (mm);
7) and drawing a load-strain curve, and obtaining the maximum load Fr of each test piece in the direct tensile test according to the load-strain curve.
8) Taking 0.3 times of maximum load 0.3Fr and corresponding strain epsilon0.3The tensile modulus Et, expressed as an integer, is calculated according to formula (2);
in the formula: et-tensile modulus (MPa);
Fr-maximum tensile load (N);
ε′0.3origin corrected ε0.3，ε0.3For loading up to 0.3FrLongitudinal strain of the test piece;
d-specimen diameter (mm).
When the starting point of the load-strain curve is not at the 0 point position or the curve starts to slightly vibrate, the starting point of the curve is corrected to be (epsilon)0.3The line connecting the 0.3Fr) point and the corrected (0, 0) point is a straight line on the curve.
The linear displacement sensor comprises a receiver and a fixed block which are positioned at two ends of the connecting rod, and the receiver and the connecting block are fixed at the upper and lower vertical right positions on the side surface of the test piece.
Before the test piece is saturated with water, a U-shaped steel cap is pasted at the upper and lower vertical opposite positions on the surface of the test piece, the distance between the upper and lower U-shaped steel caps is larger than 4 times of the maximum aggregate particle size, the receiver is clamped in the lower U-shaped steel cap and fixedly connected with the lower steel cap through a fixing screw, the fixing block moves up and down along the connecting rod to the lower U-shaped steel cap position and fixedly connected with the fixing block through a bolt, and the fixing block is clamped in the U-shaped steel cap and fixed with the upper steel cap through the fixing screw.
And (3) smoothing the top and the bottom of the test piece by adopting cement paste before the step (2).
And (4) the water saturation in the step (3) is to soak the test piece in a water tank for 24 hours to ensure that the water surface is higher than the top surface of the test piece by more than 25 mm.
The linear displacement sensors are evenly distributed in the middle of the side face of the test piece, and included angles of 120 degrees are formed between the linear displacement sensors in the radial direction of the test piece.
The inorganic binder stabilizing material cylinder test piece has the water content of 4-7 percent, the cement content of 4-6 percent and the balance of broken stones.
The crushed stone in the inorganic binder stabilizing material is a fine particle material, a medium particle material or a coarse particle material, and the diameter multiplied by the height of the cylindrical test piece is respectively phi 100mm multiplied by 200mm, phi 100mm multiplied by 200mm and phi 150mm multiplied by 300 mm.
The crushed stone in the inorganic binder stabilizing material is a fine particle material and a medium particle material, the number of prepared test pieces is 9, and the average value of direct tensile strength calculation values is taken; the number of test pieces prepared by taking crushed stone as a coarse-grained material in the inorganic binder stabilizing material is 15, and the average value is obtained by directly calculating the tensile strength.
The loading speed is 1 mm/min.
The detailed steps of the invention are as follows:
1) and (3) carrying out the design of the mixing ratio of the inorganic binder stabilizing material, and determining the grading composition, the optimal water content and the dosage of the inorganic binder.
2) Forming cylindrical test pieces of the inorganic binder stable material with the diameter-height ratio of 1:2, wherein the diameter multiplied by the height of the inorganic binder stable fine particle material and the inorganic binder stable medium particle material is phi 100mm multiplied by 200mm, the number of the test pieces is 9, the diameter multiplied by the height of the inorganic binder stable coarse particle material is phi 150mm multiplied by 300mm, and the number of the test pieces is 15.
3) And (3) placing the test piece in the step 2) in a standard health preserving room for health preserving to a specified age.
4) At 1D before the prescribed age, the test piece was taken out from the standard curing room, and the diameter D and the height H of the test piece were measured.
5) And leveling the top and the bottom of the test piece by adopting cement paste.
6) And the upper loading plate is adhered to the top of the test piece by adopting an adhesive, and the lower loading plate is adhered to the bottom of the test piece.
7) And (3) sticking steel caps respectively on 3 parallel straight lines with the offset angle of 120 degrees in the middle of the side surface of the test piece in the vertical direction up and down, wherein the distance between the steel caps is more than 4 times of the maximum aggregate grain size.
8) And (3) placing the test piece in the step (7) in a water tank to be saturated with water for 24 hours, so that the water level is higher than the top surface of the test piece by more than 25 mm.
9) The test piece saturated with water for 24h is taken out of the water, wiped by cloth and placed on a material testing machine, and 3 linear displacement sensors are respectively arranged between 3 steel caps on parallel straight lines with the offset angle of 120 degrees in the middle of the side surface of the test piece.
10) And connecting the material testing machine with the upper loading plate, fixing the lower loading plate on the base, adjusting the linear displacement sensor, resetting, selecting a proper loading rate, and applying a tensile test load until the test piece is damaged.
11) And recording the tensile load F borne by the test piece and the generated tensile displacement d in the whole tensile test process by using a computer.
12) The tensile strain was calculated according to equation (1).
In the formula: ε -tensile strain;
d-tensile displacement (mm);
h-specimen height (mm).
13) And drawing a load-strain curve, and obtaining the maximum load Fr of each test piece in the direct tensile test according to the load-strain curve as shown in FIG. 3.
14) Taking 0.3 times of maximum load 0.3Fr and corresponding strain epsilon0.3The tensile modulus Et is calculated according to the formula (2) and expressed as an integer. When the "load-strain" curve start point is not at the 0 point position or the curve start has slight oscillation, the curve start point should be modified to (epsilon)0.3The line connecting the 0.3Fr) point and the corrected (0, 0) point is a straight line on the curve.
In the formula: et-tensile modulus (MPa);
Fr-maximum tensile load (N);
ε′0.3origin corrected ε0.3，ε0.3For loading up to 0.3FrLongitudinal strain of the test piece.
D-specimen diameter (mm).
Compared with the splitting test in the prior art, which adopts an indirect stretching mode to test the tensile modulus of the inorganic binder stabilizing material, the method disclosed by the invention has the advantages that the tensile modulus is measured in a mode of applying a direct stretching load to the axial direction of the test piece, and compared with the splitting test, the stress mode of the test piece disclosed by the invention is clearer, and the method can be more matched with the tensile failure mode of the inorganic binder stabilizing material in an actual pavement structure. The invention adopts direct tensile strength experiment, converts the relationship between load and displacement into the relationship between load and strain, thereby obtaining the maximum strain when in failure, and takes the 0.3 times maximum load of 0.3Fr and the corresponding strain Epsilon thereof as the inorganic binding material stable material is still in the linear elastic stage when the load strength ratio (the ratio of the test load to the maximum load) is 0.2-0.40.3The tensile modulus E is directly calculated according to the formula (2)t. Compared with other pavement materials, the inorganic binder stabilizing material has the characteristics of high compressive strength, low tensile strength, weak deformation capability, easy brittle failure and the like, and a direct tensile modulus test method of asphalt mixture and cement concrete cannot be directly used.
The method can more directly reflect the modulus of the inorganic binder stabilizing material, and provides more direct reference data for the pavement structure design.
Drawings
Figure 1 is a schematic representation of the connection of the test piece during the experiment (front view),
figure 2 is a schematic representation (top view) of the connection of the test piece during the experiment,
FIG. 3 load-strain curve
The various reference numbers in the figures are listed below:
1-test piece, 2-lower loading plate, 3-upper loading plate, 4-connecting screw rod, 5-fixing nut, 6-stretching rod, 7-steel cap, 8-fixing block, 9-receiver, 10-linear displacement sensor, 11-fixing screw, 12-bolt and 13-connecting rod;
FIG. 3 "load-strain" curve.
Detailed Description
The present invention will be described in further detail with reference to examples.
Example 1
The cement stabilized graded crushed stone is taken as an example to illustrate the implementation mode of the direct tensile modulus test method of the inorganic binder stabilizing material.
1) The cement stabilized graded crushed stone CBG25 grades in the table 1 are selected to carry out heavy compaction tests, and the optimal water content is determined to be 5.5%, and the cement dosage is determined to be 6%.
TABLE 1 Cement stabilized graded crushed stone CBG25 graded composition
| Screen hole (mm) | 26.5 | 19 | 13.2 | 9.5 | 4.75 | 2.36 | 1.18 | 0.6 | 0.3 | 0.15 | 0.075 |
| Passage Rate (%) | 99.9 | 83.4 | 68.1 | 57.9 | 40.2 | 24.9 | 16.6 | 10.7 | 6.9 | 5.5 | 4.1 |
2) As the CBG25 in the step 1) is a coarse-grained material, 15 cylindrical test pieces with the diameter multiplied by the height phi of 150mm multiplied by 300mm are formed according to the design result of the step 1).
3) And (3) placing the test piece in the step 2) in a standard health preserving room for health preserving, wherein the health preserving age is 90 d.
4) At 89d, the test piece was taken out of the standard curing chamber, and the diameter and height of the test piece were measured.
5) And leveling the top and the bottom of the test piece by adopting cement paste.
6) The upper loading plate 2 is adhered to the top of the test piece 1 by an adhesive, and the lower loading plate 3 is adhered to the bottom of the test piece 1.
7) And (3) sticking a U-shaped steel cap 7 to the upper and lower parts of the test piece along the vertical direction on 3 parallel straight lines with the offset angle of 120 degrees in the middle of the side surface of the test piece. The distance between the upper steel cap 7 and the lower steel cap 7 is more than 4 times of the maximum grain size of the aggregate.
8) The test piece in 7) was placed in a water tank and saturated with water for 24 h.
9) The test piece saturated with water for 24h is taken out of the water, wiped by cloth and placed on a material testing machine, and 3 linear displacement sensors 10 are respectively arranged between steel caps on 3 parallel straight lines with the offset angle of 120 degrees in the middle of the side surface of the test piece.
Linear displacement sensor includes receiver 9 and fixed block 8 at connecting rod 13 both ends, receiver 9 joint in U-shaped steel cap 7 down and through set screw 11 with steel cap 7 fixed connection down, fixed block 8 reciprocates to the position of supreme steel cap 7 along connecting rod 13 and through bolt 12 with connecting rod 13 and fixed block 8 fixed connection, 8 joints of fixed block are fixed through set screw 11 in U-shaped steel cap 7 and with last steel cap 7.
As shown in fig. 1 and 2.
10) A stretching rod 6 of the material testing machine is connected with one end of a connecting screw rod 4 through a fixing nut 5, the other end of the connecting screw rod 4 is connected with an upper loading plate 2 through the fixing nut 5, and a lower loading plate is fixed on a base. And adjusting the linear displacement sensor, resetting, and applying a tensile test load of 1mm/min until the test piece is damaged.
11) And recording the tensile load borne by the test piece and the generated tensile displacement in the whole tensile test process by using a computer.
12) Calculating tensile strain
13) And drawing a load-strain curve, and obtaining the maximum load of the direct tensile test according to the load-strain curve. As shown in fig. 3.
14) Taking 0.3 times of maximum load 0.3Fr and corresponding strain epsilon0.3The tensile modulus Et was calculated and the results are shown in Table 2.
TABLE 2 direct tensile modulus test results
| Test piece number | 1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | 9 | 10 | 11 | 12 | 13 | 14 | 15 |
| modulus/MPa | 950 | 885 | 981 | 780 | 812 | 834 | 779 | 901 | 882 | 945 | 798 | 801 | 822 | 835 | 860 |
15) From table 2, the average value of the direct tensile modulus of the cement stabilized graded crushed stone CBG25 is: 858MPa, standard deviation: 64MPa, and the coefficient of variation is: the direct tensile modulus representative at 7.5%, 95% assurance is: 858MPa to 1.645 multiplied by 64MPa to 752 MPa.
The direct tensile modulus of the cement stabilized graded crushed stone CBG25 can be measured through experiments by using the method, and corresponding material parameters can be provided for pavement design and structural analysis.
Claims (8)
1. A method for testing the direct tensile modulus of an inorganic binder stabilizing material comprises the following sequential steps:
(1) forming a cylindrical test piece made of the inorganic binder stable material, curing for 90 or 180 days, curing in a standard curing room to the day before the specified age, and measuring the diameter of the cylindrical test piece;
(2) the upper loading plate is stuck to the top of the test piece by adopting an adhesive, the lower loading plate is stuck to the bottom of the test piece,
(3) taking out the test piece after being saturated with water and cured for 24 hours, wiping the test piece, respectively fixing more than 3 or 3 linear displacement sensors at the middle position of the side surface of the test piece, wherein the linear displacement sensors are distributed in the radial direction of the cylindrical test piece at equal angles, and the displacement direction measured by the linear displacement sensors is the height direction of the cylindrical test piece;
(4) connecting a material testing machine with an upper loading plate, fixing a lower loading plate on a base, adjusting a linear displacement sensor, resetting, selecting a loading rate, and applying a tensile test load until a test piece is damaged;
(5) recording the tensile load F borne by the test piece in the whole tensile test process and the generated tensile displacement d;
(6) the tensile strain was calculated according to equation (1),
in the formula: ε -tensile strain;
d-tensile displacement (mm);
h-specimen height (mm);
(7) drawing a load-strain curve, and obtaining the maximum load Fr of each test piece in the direct tensile test according to the load-strain curve;
(8) taking 0.3 times of maximum load 0.3Fr and corresponding strain epsilon0.3The tensile modulus Et, expressed as an integer, is calculated according to formula (2);
in the formula: et-tensile modulus (MPa);
Fr-maximum tensile load (N);
ε′0.3origin corrected ε0.3，ε0.3For loading up to 0.3FrLongitudinal strain of the test piece;
d-specimen diameter (mm);
the linear displacement sensor comprises a receiver and a fixed block which are arranged at two ends of the connecting rod, and the receiver and the fixed block are fixed at the upper and lower vertical opposite positions on the side surface of the test piece;
before the test piece is saturated with water, a U-shaped steel cap is pasted at the upper and lower vertical opposite positions on the surface of the test piece, the distance between the upper and lower U-shaped steel caps is larger than 4 times of the maximum aggregate particle size, the receiver is clamped in the lower U-shaped steel cap and fixedly connected with the lower steel cap through a fixing screw, the fixing block vertically moves to the upper U-shaped steel cap position along the connecting rod and fixedly connected with the fixing block through a bolt, and the fixing block is clamped in the U-shaped steel cap and fixed with the upper steel cap through the fixing screw.
2. The test method according to claim 1, wherein the "load-strain" curve is modified such that the curve start point is not at the 0 point or the curve start point has slight oscillation0.3The line connecting the 0.3Fr) point and the corrected (0, 0) point is a straight line on the curve.
3. The test method according to claim 1, wherein three linear displacement sensors are uniformly distributed in the middle of the side surface of the test piece, and each linear displacement sensor forms an included angle of 120 degrees in the radial direction of the test piece.
4. The test method according to claim 1, wherein the water saturation in step (3) is to immerse the test piece in a water tank for 24 hours so that the water level is higher than the top surface of the test piece by more than 25mm, and the top and the bottom of the test piece are smoothed by using cement paste before step (2).
5. The test method according to claim 1, wherein the inorganic binder stabilizing material cylinder test piece has a water content of 4-7%, a cement content of 4-6%, and the balance of crushed stones.
6. The test method according to claim 5, wherein the crushed stone in the inorganic binder stabilizing material is a fine material, a medium material or a coarse material, and the diameter x height of the cylindrical test piece is 100mm x 200mm, 150mm x 300mm, respectively.
7. The test method according to claim 6, wherein the crushed stone in the inorganic binder stabilizing material is a fine-grained material and a medium-grained material, the number of prepared test pieces is 9, and the direct tensile strength calculation value is averaged; the number of test pieces prepared by taking crushed stone as a coarse-grained material in the inorganic binder stabilizing material is 15, and the average value is obtained by directly calculating the tensile strength.
8. The test method of claim 1, the loading speed being 1 mm/min.
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102879266A (en) * | 2012-09-17 | 2013-01-16 | 山东省交通科学研究所 | Method for testing uniaxial compression elasticity modulus of inorganic binder stabilizing material |
| CN105588761A (en) * | 2016-03-10 | 2016-05-18 | 山东大学 | Test device and test method for measuring elasticity modulus of geosynthetic material |
| CN106706422A (en) * | 2016-11-17 | 2017-05-24 | 长沙理工大学 | Method and device for synchronously testing tension, compression and split resilience moduli of pavement material |
| CN107748106A (en) * | 2017-09-30 | 2018-03-02 | 交通运输部公路科学研究所 | A kind of asphalt stretches dynamic modulus method of testing |
| JP2019070533A (en) * | 2017-10-05 | 2019-05-09 | 株式会社東日製作所 | Auxiliary component for tension applying device |
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Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102879266A (en) * | 2012-09-17 | 2013-01-16 | 山东省交通科学研究所 | Method for testing uniaxial compression elasticity modulus of inorganic binder stabilizing material |
| CN105588761A (en) * | 2016-03-10 | 2016-05-18 | 山东大学 | Test device and test method for measuring elasticity modulus of geosynthetic material |
| CN106706422A (en) * | 2016-11-17 | 2017-05-24 | 长沙理工大学 | Method and device for synchronously testing tension, compression and split resilience moduli of pavement material |
| CN107748106A (en) * | 2017-09-30 | 2018-03-02 | 交通运输部公路科学研究所 | A kind of asphalt stretches dynamic modulus method of testing |
| JP2019070533A (en) * | 2017-10-05 | 2019-05-09 | 株式会社東日製作所 | Auxiliary component for tension applying device |
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