CN112285332A - Simulation test method for antifriction grouting of large-section rectangular jacking pipe - Google Patents
Simulation test method for antifriction grouting of large-section rectangular jacking pipe Download PDFInfo
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- 238000010998 test method Methods 0.000 title claims abstract description 36
- 239000002689 soil Substances 0.000 claims abstract description 180
- 239000002002 slurry Substances 0.000 claims abstract description 109
- 238000012360 testing method Methods 0.000 claims abstract description 75
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 35
- 238000010276 construction Methods 0.000 claims abstract description 27
- 238000000034 method Methods 0.000 claims abstract description 23
- 230000008569 process Effects 0.000 claims abstract description 20
- 238000006073 displacement reaction Methods 0.000 claims description 48
- 239000011440 grout Substances 0.000 claims description 29
- 230000008859 change Effects 0.000 claims description 11
- 230000007246 mechanism Effects 0.000 claims description 10
- 238000012544 monitoring process Methods 0.000 claims description 10
- 238000009792 diffusion process Methods 0.000 claims description 8
- 239000003086 colorant Substances 0.000 claims description 7
- 239000000049 pigment Substances 0.000 claims description 3
- 238000002347 injection Methods 0.000 abstract description 14
- 239000007924 injection Substances 0.000 abstract description 14
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N33/00—Investigating or analysing materials by specific methods not covered by groups G01N1/00 - G01N31/00
- G01N33/38—Concrete; Lime; Mortar; Gypsum; Bricks; Ceramics; Glass
- G01N33/383—Concrete or cement
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Abstract
The invention relates to a simulation test method for large-section rectangular jacking pipe antifriction grouting, which comprises the following steps: preparing model soil and model slurry; placing the front pipe joint in a test soil box, filling model soil into the test soil box, and burying and fixing the front pipe joint by using the model soil; providing a rear pipe joint, wherein a muddy water filling ring is arranged in the rear pipe joint, and a grouting groove which is connected into a circle is formed in the muddy water filling ring along the periphery of the rear pipe joint; and butting the end part of the rear pipe joint with the end part of the front pipe joint in the test soil box, and injecting model slurry to the outer side of the rear pipe joint through a muddy water injection ring in the process that the rear pipe joint is jacked into the test soil box, so that the simulation test of pipe jacking antifriction grouting is realized. According to the invention, the actual pipe-jacking construction is simulated by jacking the rear pipe joint into the test soil box, the accuracy of the frictional resistance between the model slurry and the pipe joint measured by the simulation test is improved by using the muddy water filling ring, and the practical guiding significance is provided for the pipe-jacking construction.
Description
Technical Field
The invention relates to the technical field of pipe jacking test methods, in particular to a simulation test method for large-section rectangular pipe jacking antifriction grouting.
Background
Pipe-jacking construction is a non-excavation construction method which is developed and applied increasingly at present, and can pass through the existing highways, railways, riverways, underground pipelines, underground structures, cultural relics and the like without excavating surface layers. The pipe-jacking construction method avoids the excavation amount of urban pavements, reduces a large amount of earthwork, reduces removal arrangement, saves construction land, reduces the interference of surrounding environment without interrupting ground pedestrian traffic and logistics transportation activities, and the like, and is widely applied to urban underground space development, underground railway track traffic construction and municipal tunnel engineering in recent years.
In the pipe jacking construction process, the jacking force of a rear oil cylinder is a vital parameter for pipe jacking construction, the jacking force is related to the resistance of a cutter head in the jacking process of a pipe jacking machine and the frictional resistance of the outer surface of the pipe jacking, model slurry can be injected into the outer surface of the pipe jacking by reducing the frictional resistance between the outer surface of the pipe jacking and a soil body, the frictional resistance is reduced by utilizing the model slurry, the proportion of the model slurry is generally determined through a pipe jacking simulation test, but in the existing simulation test, the model slurry is injected into the outer surface of a pipe joint through grouting holes uniformly distributed on the pipe joint, when the model slurry is injected outwards from the grouting holes, the model slurry can directly impact the soil body, and is not easy to uniformly diffuse to the outer surface of the pipe joint to form a slurry sleeve, so that the error of the test result is large, and the reference value for actual construction is not high.
Disclosure of Invention
The invention aims to overcome the defects of the prior art, provides a simulation test method for large-section rectangular jacking pipe antifriction grouting, and solves the problems that in the existing jacking pipe simulation test, grouting holes are arranged, grouting model grout can impact a soil body, and a uniformly distributed mud sleeve is not easy to form, so that the error of the test result is large, and the reference value for actual construction is low.
The technical scheme for realizing the purpose is as follows:
the invention provides a simulation test method for large-section rectangular jacking pipe antifriction grouting, which comprises the following steps:
preparing model soil and model slurry;
providing a test soil box and a front pipe joint, placing the front pipe joint in the test soil box, filling the model soil into the test soil box, and burying and fixing the front pipe joint by using the model soil;
providing a rear pipe joint, wherein a muddy water filling ring is arranged in the provided rear pipe joint, and a grouting groove which is connected into a circle is formed in the muddy water filling ring along the periphery of the rear pipe joint;
butting the end part of the rear pipe joint with the end part of a front pipe joint in the test soil box, arranging a pushing mechanism on one side of the rear pipe joint far away from the test soil box, and pushing the rear pipe joint by using the pushing mechanism so as to push the rear pipe joint into the test soil box; and
and in the process that the rear pipe joint is jacked into the test soil box, the slurry filling ring is used for filling the model slurry into the outer side of the rear pipe joint, so that the simulation test of pipe jacking antifriction slurry filling is realized.
According to the simulation test method, the actual pipe jacking construction is simulated by jacking the rear pipe joint into the test soil box, and the grouting grooves which are formed by the muddy water filling rings and are connected into a circle can be used for realizing the uniform injection of the model grout to the outer side of the rear pipe joint.
The simulation test method for the large-section rectangular jacking pipe antifriction grouting is further improved in that an annular cavity arranged along the annular direction of the rear pipe joint and a grouting channel arranged on the inner side of the rear pipe joint and communicated with the annular cavity are further arranged in the provided rear pipe joint;
one end part of the annular cavity is communicated with the grouting groove;
when the model grout is injected, the grouting pipe is communicated with the grout inlet channel, the model grout is injected into the annular cavity through the grout inlet channel, and the injected model grout is injected from the grouting groove to the outer side of the rear pipe section after the annular cavity is filled with the injected model grout.
The simulation test method for the large-section rectangular jacking pipe antifriction grouting is further improved in that muddy water filling rings are arranged on the provided rear pipe joints at intervals;
each mud water filling ring is independently connected with a grouting pipe;
when the model slurry is injected into the corresponding muddy water filling ring by using each grouting pipe, the pigment is added into the model slurry to enable the model slurry injected into each grouting pipe to have different colors, so that the slurry diffusion condition at the corresponding muddy water filling ring is obtained according to the model slurry with different colors.
The simulation test method for the large-section rectangular jacking pipe antifriction grouting is further improved in that the provided rear pipe joint is of a transparent structure;
when model slurry is injected, image information of the model slurry injected to the outer side of the rear pipe joint is collected in the rear pipe joint so as to obtain a diffusion path of the model slurry.
The simulation test method of the large-section rectangular jacking pipe antifriction grouting is further improved in that when the model soil is filled into the test soil box, the filled model soil is compacted in a layered mode, and a horizontal displacement sensor and a vertical displacement sensor are arranged on the surface of each model soil layer;
detecting horizontal displacement information of a corresponding model soil layer by using the horizontal displacement sensor;
detecting vertical displacement information of the corresponding model soil layer by using the vertical displacement sensor;
arranging a plurality of rows of settlement monitoring points on the upper surface of the model soil, and arranging a ground surface displacement sensor at the top of the test soil box corresponding to each settlement monitoring point;
detecting the settlement displacement information of each settlement monitoring point by using the earth surface displacement sensor;
and carrying out statistics on the horizontal displacement information and the vertical displacement information of each model soil layer and the settlement displacement information of the upper surface of the model soil to obtain the three-dimensional change condition information of the model soil.
The simulation test method for the large-section rectangular pipe jacking antifriction grouting is further improved in that a first soil pressure sensor is arranged on one side, close to the rear pipe joint, of the front pipe joint;
and in the process of jacking the rear pipe joint, detecting the soil body pressure of the model soil by using the first soil pressure sensor.
The simulation test method for the large-section rectangular jacking pipe antifriction grouting is further improved in that a second soil pressure sensor is arranged on the periphery of the rear pipe joint;
and in the process of jacking the rear pipe joint, detecting the soil body pressure of the model soil by using the second soil pressure sensor.
The simulation test method for the large-section rectangular jacking pipe antifriction grouting is further improved in that a force sensor is provided, and the force sensor is used for connecting the rear pipe joint and the front pipe joint;
and in the jacking process of the rear pipe joint, detecting the frictional resistance on the rear pipe joint by using the load cell.
The simulation test method for the large-section rectangular jacking pipe antifriction grouting is further improved in that when model soil is configured, the similarity ratio of the model soil and prototype soil for actual construction of the jacking pipe is set;
calculating to obtain the parameter information of the model soil to be configured by utilizing the set similarity ratio and the parameter information of the prototype soil;
and configuring the model soil according to the obtained parameter information of the model soil.
The simulation test method for the large-section rectangular jacking pipe antifriction grouting is further improved in that when model grout is configured, a plurality of groups of model grout are configured;
respectively carrying out simulation tests on the multiple groups of model slurries, and obtaining construction parameters corresponding to the multiple groups of model slurries;
and selecting the model slurry with the best construction parameters as the slurry for the rectangular pipe jacking antifriction grouting.
Drawings
FIG. 1 is a flow chart of a simulation test method of large-section rectangular pipe jacking antifriction grouting.
FIG. 2 is a schematic structural diagram of a test device used in the large-section rectangular pipe jacking antifriction grouting simulation test method of the invention.
Fig. 3 is a schematic structural view of the test apparatus shown in fig. 2 in a pushed-in state.
Fig. 4 is a schematic structural view of a front pipe section of the test apparatus shown in fig. 2.
Fig. 5 is a schematic structural view of a rear pipe section of the test device shown in fig. 2.
Figure 6 is a cross-sectional view of the junction of the rear and front tube sections of the trial shown in figure 2.
FIG. 7 is a cross-sectional view of the rear pipe section of the test apparatus shown in FIG. 2 at the muddy water filling ring.
Detailed Description
The invention is further described with reference to the following figures and specific examples.
Referring to fig. 1, the invention provides a simulation test method of large-section rectangular pipe jacking antifriction grouting, which is used for simulating the pipe jacking process, and model grout with different colors is injected into each muddy water injection ring, so that the flowing condition of the model grout at each muddy water injection ring can be obtained, and the diffusion path of the model grout can be obtained. The three-dimensional change condition of the model soil in the push pipe pushing process can be obtained through various sensors, and the layered displacement and surface displacement conditions of all layers of the model soil can be obtained. By utilizing the simulation test method, effective guiding significance can be provided for actual construction. The simulation test method of the large-section rectangular jacking pipe antifriction grouting is described below with reference to the attached drawings.
Referring to fig. 1, a flow chart of the simulation test method of large-section rectangular pipe jacking antifriction grouting of the invention is shown. The simulation test method of the large-section rectangular jacking pipe antifriction grouting of the invention is explained below with reference to fig. 1.
As shown in FIG. 1, the simulation test method for large-section rectangular pipe jacking antifriction grouting comprises the following steps:
step S11 is executed, model soil and model slurry are configured; then, step S12 is executed;
step S12 is executed to provide a test soil box and a front pipe joint, and as shown in fig. 2, the front pipe joint 22 is placed in the test soil box 21, model soil is filled in the test soil box, and the front pipe joint 22 is buried and fixed by the model soil; then, step S13 is executed;
step S13 is executed, a rear pipe joint is provided, and as shown in fig. 5 and 7, a muddy water filling ring 241 is provided in the rear pipe joint 24, and a circle of grouting grooves 2411 are formed along the outer periphery of the rear pipe joint 24 by the muddy water filling ring 241; then, step S14 is executed;
step S14 is executed, the end of the rear pipe joint 24 is butted with the end of the front pipe joint 22 in the test soil box 21, a pushing mechanism 26 is arranged on one side of the rear pipe joint 24 far away from the test soil box 21, and the pushing mechanism 26 is utilized to push the rear pipe joint 24 into the test soil box 21; then, step S15 is executed;
and step S15 is executed, and in the process of jacking the rear pipe joint 24 into the test soil box 21, model grout is injected to the outer side of the rear pipe joint 24 through the muddy water injection ring 241, so that a simulation test of pipe jacking antifriction grouting is realized.
The simulation test method of the invention utilizes the pushing mechanism 26 to push the rear pipe joint 24 from the outer side of the test soil box 21 to the test soil box 21, thereby realizing the simulation of actual pipe-jacking construction, the muddy water filling rings 241 are distributed on the rear pipe joint 24 at intervals, the muddy water filling rings 241 are provided with the grouting grooves 2411 which are formed on the periphery of the rear pipe joint 24 and are connected into a circle, the grouting grooves 2411 can fill the model slurry synchronously at the same pressure to the outer side of the rear pipe joint 24, so that the model slurry can be uniformly coated on the periphery of the rear pipe joint 24, and a better antifriction effect is achieved. Compared with a point single grouting mode of a grouting hole in the prior art, the point single grouting mode can avoid impact on a soil body, avoid disturbance on the soil body and avoid concentration of grout near the grouting hole.
In one embodiment of the present invention, as shown in fig. 7, an annular cavity 2412 circumferentially arranged along the rear pipe joint 24 and a slurry inlet passage 2413 arranged inside the rear pipe joint 24 and communicated with the annular cavity 2412 are further provided in the rear pipe joint 24; one end of the annular cavity 2412 is communicated with a grouting groove 2411; when the mold slurry is injected, the slurry injection pipe 27 is connected to the slurry inlet passage 2413, the mold slurry is injected into the annular cavity 2412 through the slurry inlet passage 2413, and the injected mold slurry is injected from the slurry injection groove 2411 to the outside of the rear pipe joint 24 after filling the annular cavity 2412.
Specifically, the slurry inlet passage 2413 communicates with the bottom of the annular cavity 2412, the slurry inlet passage 2413 extends from the bottom of the annular cavity 2412 to the inner surface of the rear pipe joint 24, the slurry inlet passage 2413 is provided with a slurry inlet at the inner surface of the rear pipe joint 24, and is connected to the slurry injection pipe 27 through the slurry inlet, and the slurry injection pipe 27 is used to inject the mold slurry into the slurry inlet passage 2413. The grouting groove 2411 communicates with an end portion of the annular cavity 2412, the grouting groove 2411 extends from the end portion of the annular cavity 2412 toward an outer surface of the rear pipe joint 24, and the grouting groove 2411 forms an annular grouting groove 2414 on the outer surface of the rear pipe joint 24. Thus, when the mold slurry is injected, the mold slurry is injected into the slurry inlet passage 2413 through the slurry injection pipe 27, the mold slurry is injected into the annular cavity 2412 from the slurry inlet passage 2413, and when the annular cavity 2412 is filled with the mold slurry, the injected mold slurry is injected into the outer side of the rear pipe joint 24 through the slurry injection groove 2411 and the slurry injection notch 2414, and the mold slurry is diffused into the rear pipe joint 24 through the annular cavity 2412 by one turn to form a slurry jacket and then stably enters the outer side of the rear pipe joint 24, so that the mold slurry can be more uniformly coated on the outer periphery of the rear pipe joint 24.
Further, the setting direction of the grouting groove 2411 is parallel to the end surface of the rear pipe joint 24; the annular cavity 2412 is arranged in a direction perpendicular to the end surface of the rear pipe joint 24, that is, the grouting groove 2411 is vertically connected with the annular groove 2412, so that the muddy water filling ring 241 is in an L shape.
In one embodiment of the present invention, as shown in fig. 5 and 7, a rear pipe joint 24 is provided with mud filling rings 241 at intervals; a grouting pipe 27 is independently connected with each mud water filling ring 241; when the mold slurry is injected into the corresponding muddy water filling ring 241 by using each of the grouting pipes 27, the pigment is added to the mold slurry so that the mold slurry injected by each of the grouting pipes 27 has different colors, thereby obtaining the slurry diffusion at the corresponding muddy water filling ring from the mold slurry of different colors.
The injection of the mold slurry into the corresponding slurry filling rings 241 can be controlled individually by injecting the mold slurry into the slurry filling rings 241 through the individually connected slurry injection pipes 27.
Further, a rear tube section 24 is provided which is of a transparent construction; when injecting the model grout, the image information of the model grout injected to the outer side of the rear pipe joint is collected in the rear pipe joint 24 to obtain the diffusion path of the model grout.
Preferably, a camera is provided in the rear coupling 24, through which the spreading of the injected friction reducing slurry is photographed through the transparent structure.
Still further, the front pipe joint 22 and the rear pipe joint 24 are made of acrylic materials, the front pipe joint 22 and the rear pipe joint 24 are transparent, the perspective function is achieved, and the condition of the outer portion of the pipe joints can be observed in the pipe joints. By means of a camera arranged inside the rear pipe joint 24, the condition of the antifriction mud outside the rear pipe joint 24 is photographed, the condition of the whole diffusion process of the antifriction mud can be obtained, and the flow characteristic of the antifriction mud can be further analyzed and obtained.
In one embodiment of the present invention, as shown in fig. 2 and 3, when model soil is filled into the test soil box 21, the filled model soil is compacted in layers, and a horizontal displacement sensor and a vertical displacement sensor are placed on the surface of each model soil layer;
detecting horizontal displacement information of a corresponding model soil layer by using a horizontal displacement sensor;
detecting vertical displacement information of the corresponding model soil layer by using a vertical displacement sensor;
arranging a plurality of rows of settlement monitoring points on the upper surface of the model soil, and arranging a ground surface displacement sensor 282 on the top of the test soil box 21 corresponding to each settlement monitoring point;
detecting settlement displacement information of each settlement monitoring point by using a ground surface displacement sensor 282;
and carrying out statistics on the horizontal displacement information and the vertical displacement information of each model soil layer and the settlement displacement information of the upper surface of the model soil to obtain the three-dimensional change condition information of the model soil.
And (3) in the step of laminating the model soil, controlling the compaction quality by using the percentage of the compression amount, and controlling the settlement amount of the model soil in the test soil box by using the percentage of the displacement settlement in the consolidation quick shear test.
Preferably, a measuring plate 283 is disposed at a settlement monitoring point on the upper surface of the model soil, a mounting beam 214 is disposed on the top of the test soil box 21, a ground surface displacement sensor 282 is mounted and fixed on the mounting beam 214 and is disposed opposite to the corresponding measuring plate 283, and information on the distance between the ground surface displacement sensor 282 and the measuring plate 283 is detected, so that the change of the surface displacement of the model soil can be obtained.
Further, the horizontal displacement sensor, the vertical displacement sensor and the ground surface displacement sensor 282 are all provided with a plurality of sensors and arranged at uniform intervals. Therefore, the overall three-dimensional change data of the model soil coated outside the pipe joint can be obtained, and the overall dynamic change of the model soil can be drawn based on the obtained three-dimensional change data, so that the influence of the pipe jacking construction on the soil body can be visually obtained.
Preferably, the vertical displacement sensor is an LVDT linear displacement sensor, and the horizontal displacement sensor is an MEMS fixed inclinometer.
In one embodiment of the present invention, as shown in fig. 4, a first soil pressure sensor 284 is installed at a side of the front pipe joint 22 adjacent to the rear pipe joint 24; during the jacking of the rear pipe joint 24, the soil pressure of the model soil is detected by the first soil pressure sensor 284.
The first soil pressure sensors 284 are arranged on the outer surface of the front pipe joint 22 and are arranged at intervals along the periphery of the front pipe joint 22, the first soil pressure sensors 284 are in contact with the model soil, and when the front pipe joint 22 moves forwards in the model soil, the first soil pressure sensors 284 can detect the soil pressure, so that the soil pressure is detected in real time by the first soil pressure sensors 284 in the jacking process of the rear pipe joint 24, and the change of the soil pressure is obtained.
In one embodiment of the present invention, as shown in fig. 5, a second soil pressure sensor 285 is installed at the outer circumference of the rear pipe joint 24; in the process of jacking the rear pipe joint 24, the soil body pressure of the model soil is detected by using the second soil pressure sensor 285.
The second soil pressure sensors 285 are arranged at intervals along the periphery of the rear pipe section 24, and the second soil pressure sensors 285 are arranged on the outer surface of the rear pipe section 24, so that when the rear pipe section 24 is jacked into the model soil, the second soil pressure sensors 285 can detect the soil pressure at the rear pipe section 24, and the soil pressure change in the whole jacking process is obtained. When the antifriction mud is filled, the first soil pressure sensor and the second soil pressure sensor are used for detecting the change condition of the soil body pressure in the process of filling the mud.
In one embodiment of the present invention, as shown in fig. 2 and 6, a load cell 281 is provided, with the load cell 281 connecting the rear pipe section 24 and the front pipe section 22; during the jacking of the rear pipe joint 24, the frictional resistance received by the rear pipe joint 24 is detected by the load cell 281.
In the process that the rear pipe joint 24 is pushed into the test soil box 21 uniformly, the pushing force applied to the rear pipe joint 24 is equal to the frictional resistance of the model soil to the rear pipe joint 24, that is, the frictional resistance applied to the rear pipe joint 24 is detected by the load cell 281. Further, when the model slurry is injected to the outside of the rear pipe joint 24 and the model slurry covers the outer periphery of the rear pipe joint 24, the force detected by the load cell 281 is the frictional resistance between the model slurry and the rear pipe joint 24.
The friction resistance between the rear pipe joint and the model soil or the model grout can be accurately obtained through the arranged force cell 281, a basis is provided for selecting the model grout with which proportion, and reference data is also provided for the jacking force of pipe jacking construction.
Further, as shown in fig. 4 and 5, a first connecting plate 221 is provided on the inner side of the front pipe joint 22, and the first connecting plate 221 is disposed near the pipe orifice of the front pipe joint 22; inside the rear tube section 24, a second connecting plate 242 is provided, the second connecting plate 242 being disposed near the end of the rear tube section 24, the second connecting plate 242 being disposed in correspondence with the first connecting plate 221, and as shown in fig. 6, the load cell 281 is installed between the first connecting plate 221 and the second connecting plate 242 and is fixedly connected to the first connecting plate and the second connecting plate 242. Preferably, there are four first connecting plates 221 and four second connecting plates 242, which are respectively disposed at the corners of the pipe joint, and correspondingly, there are four load cells 281. The rear pipe joint 24 and the front pipe joint 22 are connected through the load cell 281, so that after the rear pipe joint 24 receives a top thrust, the top thrust is completely transmitted to the front pipe joint 22 through the load cell 281, so that the rear pipe joint 24 and the front pipe joint 22 move forward together, the rear pipe joint 24 enters the test soil box 21, the front end of the front pipe joint 22 extends out of the hole 212 of the test soil box 21, and since the front pipe joint 22 does not transmit the top thrust to other structures, when the rear pipe joint 24 is pushed in at a constant speed, the top thrust detected by the load cell 281 is completely used for offsetting the friction resistance of the pipe joints, namely the friction resistance is equal to the top thrust. Preferably, the load cell 281 is a model S FC-TJ01 Standard available from Shanghai trauma testing technology, Inc.
As shown in fig. 2 and 3, a starting bracket 231 is provided at the rear side of the test soil box 21, the starting bracket 231 is used for supporting the rear pipe joint 24, a reclining frame 25 is provided at the rear part of the starting bracket 231, and a plurality of support beams 251 are supported and connected between the reclining frame 25 and the test soil box 21. The rear back frame 25 is provided with a pushing mechanism 26, and the pushing mechanism 26 is preferably an electric cylinder, and the pushing mechanism 26 is used for applying pushing force to the rear pipe joint 24. As shown in fig. 5, a force transmission frame 243 is disposed at the rear end of the rear pipe joint 24, the force transmission frame 243 is connected to the telescopic rod of the electric cylinder, and the electric cylinder extends forward out of the telescopic rod to push the rear pipe joint 24 forward through the force transmission frame 243.
A receiving bracket 232 is provided on the front side of the test soil box 21 for receiving the test soil box 21 protruding from the front side of the test soil box 21. In order not to affect the frictional resistance detected by the load cell, a freely rotatable roller is provided on the top of the receiving bracket 232, and the front pipe joint 22 is supported by the roller, so that the roller can be rotated to reduce the frictional resistance with the front pipe joint 22 when the front pipe joint 22 is moved forward. Similarly, a plurality of freely rotatable rollers are also provided on the top of the origination bracket 231, the rear pipe section 24 is supported by the rollers, and the friction resistance of the rear pipe section 24 with the rear pipe section 24 is reduced by the rolling of the rollers on the origination bracket 231 when the rear pipe section 24 moves forward.
The test soil box 21 is a square box body, an accommodating space 211 is formed inside the square box body, the square box body is further provided with a top opening 213, and model soil is added from the top opening 213. The two opposite sides of the square box body are provided with holes 212, the hole 212 on one side is used for ejecting the front pipe joint 22, and the hole 212 on the other side is used for ejecting the rear pipe joint 24.
In a specific embodiment of the invention, when the model soil is configured, the similarity ratio of the model soil and the prototype soil actually constructed by the jacking pipe is set;
calculating to obtain the parameter information of the model soil to be configured by utilizing the set similarity ratio and the parameter information of the prototype soil;
and configuring the model soil according to the obtained parameter information of the model soil.
Preferably, the geometric similarity ratio of 1:20 is determined according to practical situations and constraint conditions, and the specific parameter ratio of the model soil and the model slurry can be obtained according to a second theorem of a similar theory and a dimensional analysis method, which are described in a specific example below. The cohesion of the prototype soil was 11kpa, based on a similarity ratio of 1:20, the cohesion of the model soil was calculated to be 0.55 kpa. In the test, the model soil is prepared by selecting raw soil, bentonite, barite powder, double-flying powder, washing powder, fine sand, water and other materials, and the model soil meeting the requirement of parameter adjustment is obtained by repeatedly adjusting the proportion of the materials.
When the model soil is configured, the moisture content of the undisturbed soil is measured, the amount of water contained in the undisturbed soil in the configured model soil is measured by utilizing the moisture content calculation, and the amount of water required to be added when the model soil is configured is correspondingly reduced, so that the procedure of drying the undisturbed soil is omitted, and the configuration efficiency of the model soil can be accelerated.
In one embodiment of the present invention, when model slurries are configured, a plurality of sets of model slurries are configured;
respectively carrying out simulation tests on the multiple groups of model slurries, and obtaining construction parameters corresponding to the multiple groups of model slurries;
and selecting the model slurry with the best construction parameters as the slurry for the rectangular pipe jacking antifriction grouting.
Specifically, three model slurries were prepared, the first model slurry comprising sodium bentonite, CMC (sodium carboxymethyl cellulose), soda ash and water. The second model slurry comprised sodium bentonite, CMC (sodium carboxymethylcellulose), soda ash, water and HS-3. The third model slurry comprised sodium bentonite, CMC (sodium carboxymethylcellulose), soda ash, water, HS-3, and polyacrylamide. Wherein the HS-3 is a high-performance slurry material special for jacking pipes, which is produced by Anji Green building materials Co.
The following description will be made of a specific simulation test example.
In the test, the depth of the model soil above the front pipe joint 22 is designed according to the soil body burying in the actual construction. In this test, two kinds of burial depths were set, one of which was 7m to 0.35m, and the other was 5m to 0.25 m. The advancing speed is set to be two, one is 0.5cm/min, and the other is 0.3 cm/min. The amount of grouting is also set to two, one is 10L/ring and the other is 15L/ring.
The three types of model slurry configured above are tested under the conditions of the same burial depth, the same propelling speed and the same grouting amount, the rear pipe joint is propelled at the set propelling speed to complete 3/4 processes, the machine is stopped for one day, and the model slurry is propelled again after the third day so as to observe the thixotropy effect of the model slurry.
The method can also be used for carrying out comparison tests on various model slurries with different proportioning ratios, such as carrying out shallow-buried and deep-buried test comparison on the model slurries with different proportioning ratios, carrying out high-speed propulsion and low-speed propulsion test comparison on the model slurries with different proportioning ratios, and carrying out low grouting amount and high grouting amount test comparison on the model slurries with different proportioning ratios.
Through a large amount of test data, the optimal construction parameters and the optimal proportioning of model slurry can be obtained.
While the present invention has been described in detail and with reference to the embodiments thereof as illustrated in the accompanying drawings, it will be apparent to one skilled in the art that various changes and modifications can be made therein. Therefore, certain details of the embodiments are not to be interpreted as limiting, and the scope of the invention is to be determined by the appended claims.
Claims (10)
1. A simulation test method for antifriction grouting of a large-section rectangular jacking pipe is characterized by comprising the following steps:
preparing model soil and model slurry;
providing a test soil box and a front pipe joint, placing the front pipe joint in the test soil box, filling the model soil into the test soil box, and burying and fixing the front pipe joint by using the model soil;
providing a rear pipe joint, wherein a muddy water filling ring is arranged in the provided rear pipe joint, and a grouting groove which is connected into a circle is formed in the muddy water filling ring along the periphery of the rear pipe joint;
butting the end part of the rear pipe joint with the end part of a front pipe joint in the test soil box, arranging a pushing mechanism on one side of the rear pipe joint far away from the test soil box, and pushing the rear pipe joint by using the pushing mechanism so as to push the rear pipe joint into the test soil box; and
and in the process that the rear pipe joint is jacked into the test soil box, the slurry filling ring is used for filling the model slurry into the outer side of the rear pipe joint, so that the simulation test of pipe jacking antifriction slurry filling is realized.
2. The simulation test method for large-section rectangular pipe jacking antifriction grouting according to claim 1, characterized in that an annular cavity arranged along the circumferential direction of the rear pipe joint and a grout inlet channel arranged at the inner side of the rear pipe joint and communicated with the annular cavity are further arranged in the provided rear pipe joint;
one end part of the annular cavity is communicated with the grouting groove;
when the model grout is injected, the grouting pipe is communicated with the grout inlet channel, the model grout is injected into the annular cavity through the grout inlet channel, and the injected model grout is injected from the grouting groove to the outer side of the rear pipe section after the annular cavity is filled with the injected model grout.
3. The simulation test method for large-section rectangular pipe jacking antifriction grouting according to claim 1, characterized in that mud-water filling rings are arranged on the provided rear pipe joints at intervals;
each mud water filling ring is independently connected with a grouting pipe;
when the model slurry is injected into the corresponding muddy water filling ring by using each grouting pipe, the pigment is added into the model slurry to enable the model slurry injected into each grouting pipe to have different colors, so that the slurry diffusion condition at the corresponding muddy water filling ring is obtained according to the model slurry with different colors.
4. The simulation test method for large-section rectangular pipe jacking antifriction grouting according to claim 3, characterized in that the provided rear pipe joint is of a transparent structure;
when model slurry is injected, image information of the model slurry injected to the outer side of the rear pipe joint is collected in the rear pipe joint so as to obtain a diffusion path of the model slurry.
5. The simulation test method for large-section rectangular pipe jacking antifriction grouting according to claim 1, characterized in that when the model soil is filled into the test soil box, the filled model soil is compacted in layers, and a horizontal displacement sensor and a vertical displacement sensor are placed on the surface of each model soil layer;
detecting horizontal displacement information of a corresponding model soil layer by using the horizontal displacement sensor;
detecting vertical displacement information of the corresponding model soil layer by using the vertical displacement sensor;
arranging a plurality of rows of settlement monitoring points on the upper surface of the model soil, and arranging a ground surface displacement sensor at the top of the test soil box corresponding to each settlement monitoring point;
detecting the settlement displacement information of each settlement monitoring point by using the earth surface displacement sensor;
and carrying out statistics on the horizontal displacement information and the vertical displacement information of each model soil layer and the settlement displacement information of the upper surface of the model soil to obtain the three-dimensional change condition information of the model soil.
6. The simulation test method for large-section rectangular pipe jacking antifriction grouting according to claim 1, characterized in that a first soil pressure sensor is installed on one side of the front pipe joint close to the rear pipe joint;
and in the process of jacking the rear pipe joint, detecting the soil body pressure of the model soil by using the first soil pressure sensor.
7. The simulation test method for large-section rectangular pipe jacking antifriction grouting according to claim 1, characterized in that a second soil pressure sensor is installed on the periphery of the rear pipe section;
and in the process of jacking the rear pipe joint, detecting the soil body pressure of the model soil by using the second soil pressure sensor.
8. The simulation test method for large-section rectangular pipe jacking friction-reducing grouting according to claim 1, characterized in that a load cell is provided, and the load cell is used for connecting the rear pipe joint and the front pipe joint;
and in the jacking process of the rear pipe joint, detecting the frictional resistance on the rear pipe joint by using the load cell.
9. The simulation test method for large-section rectangular pipe jacking antifriction grouting according to claim 1, characterized in that when model soil is configured, the similarity ratio of the model soil and prototype soil of actual construction of the pipe jacking is set;
calculating to obtain the parameter information of the model soil to be configured by utilizing the set similarity ratio and the parameter information of the prototype soil;
and configuring the model soil according to the obtained parameter information of the model soil.
10. The simulation test method for large-section rectangular pipe jacking antifriction grouting according to claim 1, characterized in that when model grout is configured, a plurality of groups of model grout are configured;
respectively carrying out simulation tests on the multiple groups of model slurries, and obtaining construction parameters corresponding to the multiple groups of model slurries;
and selecting the model slurry with the best construction parameters as the slurry for the rectangular pipe jacking antifriction grouting.
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