CN111892370A - Similar material for simulating degraded rock mass in geomechanical model test and proportion determining method - Google Patents
Similar material for simulating degraded rock mass in geomechanical model test and proportion determining method Download PDFInfo
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- CN111892370A CN111892370A CN202010820436.0A CN202010820436A CN111892370A CN 111892370 A CN111892370 A CN 111892370A CN 202010820436 A CN202010820436 A CN 202010820436A CN 111892370 A CN111892370 A CN 111892370A
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- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
- C04B28/14—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements containing calcium sulfate cements
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- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B2111/00—Mortars, concrete or artificial stone or mixtures to prepare them, characterised by specific function, property or use
- C04B2111/00474—Uses not provided for elsewhere in C04B2111/00
- C04B2111/00991—Uses not provided for elsewhere in C04B2111/00 for testing
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- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B2201/00—Mortars, concrete or artificial stone characterised by specific physical values
- C04B2201/20—Mortars, concrete or artificial stone characterised by specific physical values for the density
Abstract
A similar material for simulating a deteriorated rock mass in a geomechanical model test and a proportion determining method are disclosed, wherein the material comprises aggregate, a cementing agent and a blending agent, a gypsum mixed material is selected, barite powder and quartz sand are used as the aggregate, gypsum is used as the cementing agent, an aqueous solution is used as the blending agent, and the similar material with the physical mechanical property required by a physical simulation test and the water softening effect is obtained by fully mixing and tamping raw materials with different mass proportions. The adjustable range of the physical and mechanical parameters of the similar material is large, and the characteristic that the deteriorated rock mass and the structural plane of the bank slope are deteriorated in water can be effectively simulated. The similar material has the advantages of simple preparation method, wide raw material source, low cost, no toxicity and no harm, and is particularly suitable for being widely used in model tests of deteriorated slopes of banks.
Description
Technical Field
The invention belongs to the technical field of engineering geological model tests, and relates to a similar material for simulating a degraded rock mass in a geomechanics model test and a proportion determination method.
Background
In the southwest of China, a large naked karst landform develops, the geological environment is fragile, the human engineering activity is strong, and the catastrophic landslide of crowd death and crowd injury frequently occurs under the seasonal change condition of hydrodynamic force. A typical slope generalized physical model influenced by a rock mass degradation zone needs to be constructed, and a bank slope damage mechanism caused by rock mass degradation is explored.
The geomechanical model test is a physical simulation method for carrying out scale-down research on a certain engineering geological structure based on a certain similarity principle. The method mainly adopts similar materials to simulate engineering entities and geological structure characteristics thereof, researches safety stability and failure modes thereof in geotechnical engineering construction and operation by simulating conditions such as load action mode, rainfall mode and the like, and is an important means adopted by safety stability research and mechanism analysis of various complex geotechnical engineering such as high slopes, dams, underground caverns, mines and the like for a long time.
Similar materials are a difficult point for model test research, and require model materials to have low elastic modulus, high volume weight, low cohesive force, low internal friction angle and low permeability coefficient. At present, most of similar materials take mechanical parameters such as strength and gravity of the similar materials as indexes to evaluate the engineering adaptability of the similar materials, no exception is made for degraded rock masses, but the change process of the similar materials under the condition of water is rarely considered.
Disclosure of Invention
The invention aims to solve the technical problem of providing a similar material for simulating a degraded rock mass in a geomechanical model test and a proportion determining method, and an effective and convenient similar material determining scheme.
In order to solve the technical problems, the technical scheme adopted by the invention is as follows: a geomechanics model test simulates a similar material of a degraded rock body, which comprises aggregate, cementing agent and blending agent; mixing a bone-cement ratio, a water-cement ratio and a heavy-bone ratio to form a deteriorated rock mass similar material; the bone glue ratio is 4.8-8.2; the water-paste ratio is 0.50-1; the weight-to-bone ratio is 0.48-0.82.
The aggregate comprises barite powder and quartz sand; the cementing agent is gypsum; the blender is an aqueous solution.
The bone cement ratio is the aggregate mass/cementing agent mass, the water-cement ratio is the aqueous solution mass/gypsum mass, and the heavy bone ratio is the barite powder mass/aggregate mass.
The barite powder is 780-820 meshes, and the quartz sand is 80-120 meshes.
The method for determining the proportion of the similar material of the simulated deteriorated rock mass in the geomechanical model test is characterized by comprising the following steps of:
s1, determining physical and mechanical parameters of similar materials of the deteriorated rock body of the geomechanical model test according to the survey data and the similar constants, selecting a gypsum mixed material, and generating a proportioning scheme based on an orthogonal experiment method;
s2, respectively manufacturing similar material samples with different proportions according to a similar material proportion scheme, and performing a mechanical parameter test experiment;
s3, simulating the determined physical and mechanical parameters according to the mechanical parameter test experiment result and the geomechanical model test;
and S4, verifying the selected similar materials with the optimal mixture ratio.
The mechanical parameter test experiment adopts an unconsolidated and non-drainage shearing method to test a sample.
The sample is a cube test block with the side length of 10 cm; the semi-aqueous soaking experiment was performed.
The bone cement ratio is 5; the water-paste ratio is 0.55; the heavy-bone ratio was 0.5.
A similar material for simulating a deteriorated rock mass in a geomechanical model test and a proportion determining method are disclosed, wherein the material comprises aggregate, a cementing agent and a blending agent, a gypsum mixed material is selected, barite powder and quartz sand are used as the aggregate, gypsum is used as the cementing agent, an aqueous solution is used as the blending agent, and the similar material with the physical mechanical property required by a physical simulation test and the water softening effect is obtained by fully mixing and tamping raw materials with different mass proportions. The adjustable range of the physical and mechanical parameters of the similar material is large, and the characteristic that the deteriorated rock mass and the structural plane of the bank slope are deteriorated in water can be effectively simulated. The similar material has the advantages of simple preparation method, wide raw material source, low cost, no toxicity and no harm, and is particularly suitable for being widely used in model tests of deteriorated slopes of banks.
Drawings
The invention is further illustrated by the following examples in conjunction with the accompanying drawings:
FIG. 1 is a graph of the envelope of the principal stress versus axial strain curve and shear strength without consolidation and drainage of the present invention.
FIG. 2 is a similarity simulation test chart obtained by a bank slope deteriorated rock mass simulation test.
FIG. 3 is a diagram of a sample obtained by the compaction method.
Detailed Description
As shown in fig. 1 to 3, a geomechanics model test simulation deteriorated rock mass similar material comprises aggregate, cementing agent and blending agent; mixing a bone-cement ratio, a water-cement ratio and a heavy-bone ratio to form a deteriorated rock mass similar material; the bone glue ratio is 4.8-8.2; the water-paste ratio is 0.50-1; the weight-to-bone ratio is 0.48-0.82.
The aggregate comprises barite powder and quartz sand; the cementing agent is gypsum; the blender is an aqueous solution.
The bone cement ratio is the aggregate mass/cementing agent mass, the water-cement ratio is the aqueous solution mass/gypsum mass, and the heavy bone ratio is the barite powder mass/aggregate mass.
The barite powder is 780-820 meshes, and the quartz sand is 80-120 meshes.
The method for determining the proportion of the similar material of the simulated deteriorated rock body in the geomechanical model test comprises the following steps of:
s1, determining physical and mechanical parameters of similar materials of the deteriorated rock body of the geomechanical model test according to the survey data and the similar constants, selecting a gypsum mixed material, and generating a proportioning scheme based on an orthogonal experiment method;
similar material mechanical parameters of deteriorated rock body of geomechanical model
Selecting a gypsum mixed material, and finally determining that similar materials in the test adopt barite powder (800 meshes) and quartz sand (100 meshes) as aggregates, gypsum as a cementing agent and an aqueous solution as a blending agent;
selecting three factors of bone-glue ratio, water-paste ratio and heavy bone ratio and four grade levels of different factors by combining the design characteristics of an orthogonal experimental method;
experimental factors and horizontal ranking of orthogonal experimental design
And determining an orthogonal table by adopting an independent vector method to determine a proportioning scheme. Factor level number P is 4, dimension m is 2, total number of vectors K is Pm is 16, number of independent vectors J is 5, and orthogonal table L16 (4) is selected5) The similar proportioning scheme is as follows:
similar proportioning scheme
S2, respectively manufacturing similar material samples with different proportions according to a similar material proportion scheme, and performing a mechanical parameter test experiment;
s3, simulating the determined physical and mechanical parameters according to the mechanical parameter test experiment result and the geomechanical model test;
and S4, verifying the selected similar materials with the optimal mixture ratio.
The mechanical parameter test experiment adopts an unconsolidated and non-drainage shearing method to test a sample.
Results of orthogonal experiments
The adjustable range of physical and mechanical parameters of similar materials is as follows: wherein the density distribution range is 1.55-1.79 g/cm3The distribution range of the cohesion is 0.6-65.53 kpa, and the distribution range of the internal friction angle is 2.90-15.90 degrees.
And obtaining the optimal similar material ratio according to a simulation comprehensive evaluation method. The determined optimal mixture ratio is similar to that of the materials: the bone cement ratio is 5; the water-paste ratio is 0.55; the heavy-bone ratio was 0.5.
The sample is a cube test block with the side length of 10 cm; the semi-aqueous soaking experiment was performed. Simple manufacture, simple and easy maintenance and short forming time.
Test protocol: each group of the triaxial test needs three test blocks; a set of required material masses (water removal) of around 750g is determined based on the design density.
Test preparation:
according to geotechnical test code SL237-1999
(1) Selecting sample size
Relation table between soil sample grain size and sample
| Sample diameter D (mm) | Allowable particle diameter d (mm) |
| 39.1 | d＜0.1D |
| 61.8 | d＜0.1D |
| 101.0 | d＜0.2D |
Small size: phi 39.1X 80(mm)
Tamping instrument specification table
| Model number | Sample diameter (mm) | Height of sample (mm) | Weight of the hammer (g) | Height of the hammer (mm) |
| Small size (12) type | 39.1 | 80 | 300 | 250 |
(2) Sample preparation (compaction method)
1. Weighing the materials according to the scheme, spraying the water to be added onto the soil material, stirring uniformly, slightly standing, filling the mixture into a plastic container, and placing the plastic container in a closed container for at least 20b to ensure that the water content is uniform. Taking out the soil and retesting the water content. The difference between the measured water content and the required water content is less than 1%, and the water content is not required to be adjusted until the water content meets the requirement.
2. The inner diameter of the sample striking cylinder is the same as the diameter of the sample. The diameter of the hammer is preferably smaller than the diameter, and it is also permissible to use a hammer having the same diameter as the sample. The wall of the sample striking cylinder is cleaned before use, and is coated with a thin layer of vaseline.
3. And weighing the required soil mass according to the required dry density. The soil is layered and compacted according to the height of the sample, the silty soil is divided into 3-5 layers, and the clay soil is divided into 5-8 layers and compacted. The quality of each layer of soil material and the like. After each layer is compacted to the required height, the surface is planed and then the layer 2 soil is added. And continuing to do so until the last layer is compacted. Leveling two ends of a sample in a sample hitting cylinder, removing the mass of the sample, wherein the density value of a group of samples is less than 0.02g/cm3。
(3) Shear test without consolidation and drainage (UU test)
1. Filling water into the base of the pressure chamber, placing a watertight plate on the base, and sequentially placing a sample, the watertight plate and a sample cap.
2. Sleeving the rubber membrane in the membrane bearing cylinder, turning out the two ends of the rubber membrane cylinder, sucking air from the air suction holes to enable the rubber membrane to be attached to the inner wall of the membrane bearing cylinder, sleeving the rubber membrane outside a sample, deflating, turning up the two ends of the rubber membrane, and taking out the membrane bearing cylinder. And (3) respectively fastening the rubber membranes on the pressure chamber base and the sample cap by using rubber bands.
3. A pressure chamber cover is installed. During installation, the piston is lifted to prevent collision and the sample pressure chamber cover is set, the piston is aligned to the center of the sample cap, the screws are screwed evenly, and the axial dynamometer is aligned to the piston.
4. And opening an exhaust hole, filling water into the pressure chamber, reducing the water inlet speed when the pressure chamber is filled with water quickly, and closing the exhaust hole when the water overflows from the exhaust hole.
5. Closing the variable pipe valve and the pore pressure valve, opening the ambient pressure valve and applying the required ambient pressure. The ambient pressure is adaptive to the actual load of the project, and the maximum ambient pressure is approximately equal to the maximum actual load of the soil body as far as possible, and can be applied according to 100 kPa, 200 kPa and 300 kPa.
6. The hand wheel is rotated while the piston is rotated, indicating that the piston has contacted the sample cap when the axial dynamometer has a micro-reading. The readings of the axial load cell and the axial displacement meter are then adjusted to zero.
In order to determine the optimal proportion of the deteriorated rock mass similar material in the karst bank slope-arrow through-tunnel geomechanical model test, the invention takes barite powder, quartz sand, gypsum and water as raw materials to prepare the structural plane similar material, and the similar material proportion test is carried out based on an orthogonal test design method. A triaxial compression test is carried out by taking a bone cement ratio (aggregate/cementing agent), a water-cement ratio (water/gypsum) and a heavy bone ratio (barite/aggregate) as 3 control factors, and mechanical indexes of similar materials with different proportions are obtained. And obtaining the optimal similar material ratio by adopting a fuzzy comprehensive evaluation method and developing a degraded rock mass similarity simulation test. The test result shows that: the mechanical parameter distribution range of similar materials with different proportions is large, the degradation effect is obvious, the basic characteristic requirements of similar materials in a geomechanical model test can be met, the test result can provide certain theoretical basis and practical experience for the smooth proceeding of a subsequent geomechanical model test, basic theoretical study support is provided for the disaster prevention and reduction and early warning evaluation of similar karst bank slope-arrow through-hole geological regions, and the disaster prevention and reduction capability of geological disasters in karst mountainous regions is improved.
The above-described embodiments are merely preferred embodiments of the present invention, and should not be construed as limiting the present invention, and features in the embodiments and examples in the present application may be arbitrarily combined with each other without conflict. The protection scope of the present invention is defined by the claims, and includes equivalents of technical features of the claims. I.e., equivalent alterations and modifications within the scope hereof, are also intended to be within the scope of the invention.
Claims (8)
1. A geomechanics model test simulation deterioration rock mass similar material is characterized in that: it comprises aggregate, cementing agent and blending agent; mixing a bone-cement ratio, a water-cement ratio and a heavy-bone ratio to form a deteriorated rock mass similar material; the bone glue ratio is 4.8-8.2; the water-paste ratio is 0.50-1; the weight-to-bone ratio is 0.48-0.82.
2. The geomechanical model test simulation deteriorated rock mass similar material as claimed in claim 1, wherein: the aggregate comprises barite powder and quartz sand; the cementing agent is gypsum; the blender is an aqueous solution.
3. The geomechanical model test simulation deteriorated rock mass similar material as claimed in claim 1, wherein: the bone cement ratio is the aggregate mass/cementing agent mass, the water-cement ratio is the aqueous solution mass/gypsum mass, and the heavy bone ratio is the barite powder mass/aggregate mass.
4. The geomechanical model test simulation deteriorated rock mass similar material as claimed in claim 1, wherein: the barite powder is 780-820 meshes, and the quartz sand is 80-120 meshes.
5. The geomechanical model test simulation deteriorated rock mass similar material as claimed in claim 1, wherein: the bone cement ratio is 5; the water-paste ratio is 0.55; the heavy-bone ratio was 0.5.
6. The method for determining the proportion of the similar material of the simulated deteriorated rock body in the geomechanical model test according to any one of claims 1 to 5, characterized by comprising the following steps:
s1, determining physical and mechanical parameters of similar materials of the deteriorated rock body of the geomechanical model test according to the survey data and the similar constants, selecting a gypsum mixed material, and generating a proportioning scheme based on an orthogonal experiment method;
s2, respectively manufacturing similar material samples with different proportions according to a similar material proportion scheme, and performing a mechanical parameter test experiment;
s3, simulating the determined physical and mechanical parameters according to the mechanical parameter test experiment result and the geomechanical model test;
and S4, verifying the selected similar materials with the optimal mixture ratio.
7. The method for determining the proportion of the similar material of the simulated deteriorated rock body in the geomechanical model test as claimed in claim 6, wherein the method comprises the following steps: the mechanical parameter test experiment adopts an unconsolidated and non-drainage shearing method to test a sample.
8. The method for determining the proportion of the similar material of the simulated deteriorated rock body in the geomechanical model test as claimed in claim 6, wherein the method comprises the following steps: the sample is a cube test block with the side length of 10 cm; the semi-aqueous soaking experiment was performed.
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Cited By (4)
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| CN113943137A (en) * | 2021-11-30 | 2022-01-18 | 中国科学院地质与地球物理研究所 | Rock-like material meeting water-induced strength degradation characteristics and preparation method and application thereof |
| CN114496125A (en) * | 2022-02-10 | 2022-05-13 | 西南交通大学 | Preparation method, device and equipment of similar material and readable storage medium |
| CN115628959A (en) * | 2022-12-21 | 2023-01-20 | 西南交通大学 | Model slope manufacturing and model test method for simulating slope shear strength weakening |
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Application publication date: 20201106 |