CN110529148A - It is a kind of for simulating the experimental provision and experimental method of slip casting of banketing - Google Patents
It is a kind of for simulating the experimental provision and experimental method of slip casting of banketing Download PDFInfo
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- CN110529148A CN110529148A CN201910672357.7A CN201910672357A CN110529148A CN 110529148 A CN110529148 A CN 110529148A CN 201910672357 A CN201910672357 A CN 201910672357A CN 110529148 A CN110529148 A CN 110529148A
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- 238000002474 experimental method Methods 0.000 title claims abstract description 26
- 238000007569 slipcasting Methods 0.000 title abstract description 17
- 238000012360 testing method Methods 0.000 claims abstract description 90
- 238000012806 monitoring device Methods 0.000 claims abstract description 24
- 238000011160 research Methods 0.000 claims abstract description 13
- 239000002689 soil Substances 0.000 claims description 73
- 239000002002 slurry Substances 0.000 claims description 53
- 238000011049 filling Methods 0.000 claims description 38
- 239000007788 liquid Substances 0.000 claims description 28
- 229910000831 Steel Inorganic materials 0.000 claims description 23
- 239000004568 cement Substances 0.000 claims description 23
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 23
- 239000010959 steel Substances 0.000 claims description 23
- 235000019353 potassium silicate Nutrition 0.000 claims description 21
- 238000000034 method Methods 0.000 claims description 17
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 17
- 230000002787 reinforcement Effects 0.000 claims description 16
- 238000003860 storage Methods 0.000 claims description 15
- 230000008569 process Effects 0.000 claims description 14
- 238000005070 sampling Methods 0.000 claims description 14
- 238000001514 detection method Methods 0.000 claims description 12
- 239000011440 grout Substances 0.000 claims description 10
- 238000005520 cutting process Methods 0.000 claims description 9
- 230000035515 penetration Effects 0.000 claims description 9
- 238000006073 displacement reaction Methods 0.000 claims description 8
- 239000002245 particle Substances 0.000 claims description 8
- 238000005527 soil sampling Methods 0.000 claims description 5
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 4
- 239000004570 mortar (masonry) Substances 0.000 claims description 4
- 238000005553 drilling Methods 0.000 claims description 3
- 238000012216 screening Methods 0.000 claims description 3
- 210000003462 vein Anatomy 0.000 claims description 3
- 239000000203 mixture Substances 0.000 claims description 2
- 238000003756 stirring Methods 0.000 claims description 2
- 238000010408 sweeping Methods 0.000 claims description 2
- -1 density Substances 0.000 claims 1
- 229910052742 iron Inorganic materials 0.000 claims 1
- 238000009412 basement excavation Methods 0.000 abstract description 7
- 230000003014 reinforcing effect Effects 0.000 abstract 1
- 239000000523 sample Substances 0.000 description 10
- 238000004088 simulation Methods 0.000 description 7
- 238000003466 welding Methods 0.000 description 7
- 238000010276 construction Methods 0.000 description 6
- 238000007789 sealing Methods 0.000 description 5
- 230000008859 change Effects 0.000 description 4
- 238000005056 compaction Methods 0.000 description 4
- 238000009792 diffusion process Methods 0.000 description 4
- 238000004140 cleaning Methods 0.000 description 3
- 238000009434 installation Methods 0.000 description 3
- 239000004115 Sodium Silicate Substances 0.000 description 2
- 230000009471 action Effects 0.000 description 2
- 238000007865 diluting Methods 0.000 description 2
- 239000012895 dilution Substances 0.000 description 2
- 238000010790 dilution Methods 0.000 description 2
- 238000007599 discharging Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 239000004744 fabric Substances 0.000 description 2
- 230000007246 mechanism Effects 0.000 description 2
- 238000002360 preparation method Methods 0.000 description 2
- 229910052911 sodium silicate Inorganic materials 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 239000002390 adhesive tape Substances 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000011156 evaluation Methods 0.000 description 1
- 239000012530 fluid Substances 0.000 description 1
- 238000011068 loading method Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000002156 mixing Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
- E21F17/18—Special adaptations of signalling or alarm devices
-
- G—PHYSICS
- G09—EDUCATION; CRYPTOGRAPHY; DISPLAY; ADVERTISING; SEALS
- G09B—EDUCATIONAL OR DEMONSTRATION APPLIANCES; APPLIANCES FOR TEACHING, OR COMMUNICATING WITH, THE BLIND, DEAF OR MUTE; MODELS; PLANETARIA; GLOBES; MAPS; DIAGRAMS
- G09B25/00—Models for purposes not provided for in G09B23/00, e.g. full-sized devices for demonstration purposes
- G09B25/04—Models for purposes not provided for in G09B23/00, e.g. full-sized devices for demonstration purposes of buildings
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Business, Economics & Management (AREA)
- Physics & Mathematics (AREA)
- Educational Administration (AREA)
- Educational Technology (AREA)
- General Physics & Mathematics (AREA)
- Theoretical Computer Science (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The present invention provides a kind of for simulating the experimental provision for slip casting of banketing, including grouting system, experimental bench cavity, bottom plate and information monitoring device.Wherein, grouting system is connect with testing stand cavity, and information monitoring device is arranged between grouting system and testing stand cavity.Experimental bench cavity includes that at least two layers of cavity superposition, every layer of cavity includes at least two parts, removably connect between every layer of cavity each section between each layer cavity.Backplane is in testing stand cavity bottom.The present invention also provides excessively a kind of experimental methods.Provided by the present invention for simulating the experimental provision and experimental method of slip casting of banketing, excavation and subsequent thin portion research convenient for grouting and reinforcing body.
Description
Technical Field
The invention belongs to the technical field of underground engineering construction, and particularly relates to an experimental device and an experimental method for simulating filling and grouting.
Background
In the field of underground engineering construction, the application of grouting technology is more and more extensive, and because the stratum conditions involved in grouting engineering are complicated and changeable, and the uncertainty is larger, the existing theoretical research work is seriously lagged behind the application, the scientific guidance design, construction and evaluation work is difficult, most of the work is evaluated by artificial experience, and the phenomena that the grouting effect is difficult to meet the engineering requirements or the grouting material is wasted and the like often occur in the use process. And the grouting effect and the slurry diffusion rule are often difficult to be visually observed before construction, and the grouting simulation test can truly, comprehensively and visually reflect the mechanical behavior of the rock-soil body under the external force disturbance and the slurry diffusion rule. Therefore, under specific engineering geological conditions, it is very important to develop a simulation test of a relevant experimental device under a composite condition. At present, the simulation experiment device in the prior art has the problems that the excavation of a grouting reinforcement body is not facilitated and the subsequent detailed research is not facilitated.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provides an experimental device and an experimental method for simulating filling and grouting, which are convenient for excavating a grouting reinforcement body and subsequent detailed research.
In order to solve the technical problems, the technical scheme provided by the invention is as follows:
an experimental device for simulating soil filling and grouting comprises a grouting system, an experimental table cavity, a bottom plate and an information monitoring device. The grouting system is connected with the test bed cavity, and the information monitoring device is arranged between the grouting system and the test bed cavity. The laboratory bench cavity includes that at least two-layer cavity stacks, and every layer of cavity includes two parts at least, connects with each other in a detachable mode between each layer cavity and between each layer cavity part. The bottom plate is arranged at the bottom of the test bed cavity.
According to the experimental device for simulating soil filling and grouting, the cavity of the test bed is formed by overlapping and splicing a plurality of layers of cavities and the bottom plate, the cavities of all layers and all parts of each layer of cavities are detachably connected, so that the device is convenient to mount and dismount, and is beneficial to excavation and sampling of the grouting reinforcement body and subsequent detailed research on the grouting reinforcement body. Through information monitoring device, can real-time supervision slip casting system's behavior to ensure that the slip casting process is stable and accord with the experimental requirement.
With respect to the above technical solution, further improvements as described below can be made.
According to the experimental device for simulating the filling and grouting, the cavities in each layer and the parts of the cavities in each layer are connected through welding wing plates and bolts.
Through welding pterygoid lamina and the bolted connection's that excels in mode, can make the installation of whole test bench cavity more convenient with the dismantlement on the one hand, the leakproofness is strong, and on the other hand can simplify whole experimental apparatus's structure, reduce cost.
Further, in a preferred embodiment, a sealing ring is arranged between the welding wing plates on each layer of cavity, so that the sealing performance of the cavity of the test bed can be further improved, and leakage in the grouting process is avoided.
Further, in a preferred embodiment, a pressure relief hole is formed in the cavity, and a pressure relief valve is arranged at the pressure relief hole.
Through the relief valve that sets up pressure release hole and high strength, can control grouting pressure in a flexible way, can prevent that slip casting in-process thick liquid and fill out and emerge to the on-spot slip casting condition of strict simulation more accords with engineering practice, and the result that the analogue test obtained is more accurate.
Further, in a preferred embodiment, the top of the test bed chamber is connected to a grouting system.
The grouting sequence is set to be injected from the top of the cavity of the test bed downwards, and the engineering practice is better met.
The experimental device for simulating the filling and grouting according to the invention also comprises a detection system.
The detection device can eliminate the interference on the experimental result because the precision of the test device and the experimental steps does not reach the requirement.
Specifically, in a preferred embodiment, the detection system includes a light dynamic penetrometer, a geotome, an indoor direct shear apparatus, and a standard cutting ring.
Specifically, in a preferred embodiment, the information monitoring device includes a pressure gauge, an electromagnetic flow meter, and a displacement monitoring device. Grouting pressure and flow in the grouting process can be monitored in real time through a pressure gauge and an electromagnetic flowmeter, observation on a slurry filling compaction soil body in the grouting process can be realized through a displacement monitoring device, and the diffusion form and action mechanism of the slurry in the soil body are reflected.
Specifically, in a preferred embodiment, the grouting system comprises two steel mortar storage barrels, a transparent mortar suction pipe, a high-pressure pipe, a grouting pipe and a double-liquid grouting machine. Wherein, two store up thick liquid steel barrels are used for storing the sodium silicate and the grout after diluting respectively, store up thick liquid barrel and are connected with biliquid slip casting machine through transparent thick liquid suction pipe respectively. The high-pressure pipes are respectively connected with the double-liquid grouting machine, a three-way pipeline is arranged on each high-pressure pipe, and the grouting pipes are connected with the three-way pipeline.
The water glass and the cement slurry are respectively placed in the two slurry storage steel barrels through dilution, the cement slurry and the water glass placed in the two slurry storage steel barrels are respectively connected with the double-liquid grouting machine through transparent slurry suction pipes, the cement slurry and the water glass are converged into a high-pressure pipe through the double-liquid grouting machine, the cement slurry and the water glass are mixed through a tee joint on a high-pressure pipeline, the cement slurry and the water glass are connected with a grouting pipe on the upper portion of a test bed cavity through an information monitoring device, and the grouting pipe is inserted into a grouting soil body. The grouting system with the structure can provide stable double-liquid slurry, and the ball valve 17 is arranged at the water glass inlet, so that the proportion of the cement slurry and the water glass can be conveniently controlled.
Further, in a preferred embodiment, the grouting system further comprises a screen arranged on the grout storing steel barrel.
Through placing the screen cloth on storing up the thick liquid steel bucket, can prevent that the cement piece that has caked from getting into the slip casting machine and leading to slip casting efficiency to descend.
An experimental method according to the second aspect of the invention, comprising:
step one, soil taking and screening: the filling soil retrieved from a construction site is screened, large-particle stones, plants and garbage in the filling soil are screened, then the soil body is stirred to enable the property of the soil body to be more uniform, and a soil sample is randomly sampled to perform an indoor test to determine particle gradation, density, liquid limit, plastic limit, water content, cohesive force and internal friction angle. And step two, installing the experimental device for simulating the filling and grouting. And step three, shoveling the soil body into the cavity of the experiment table, firstly, treading the soil by feet, and then, uniformly tamping the soil body from inside to outside by adopting a tamping machine. And then, carrying out compactness test on at least more than 2 positions in each layer of cavity by using a standard cutting ring soil sampling method, and ensuring that the compactness difference of the soil samples is less than 10% until the filling in the cavity of the experiment table is completely tamped. And step four, performing a light dynamic penetration test on the filled soil before grouting, respectively recording the falling times of the hammer when the instrument is impacted each time, and then backfilling and compacting holes generated in the test process. Step five, preparing slurry and water glass, wherein the water-cement ratio of the slurry is 1: 1, the concentration of the water glass is 25 Baume degrees. Step six, pre-grouting and hole opening preparation: firstly, a hole is opened on a flat ground near a laboratory by a water mill electric drill, a grouting pipe is put in the hole, a matched grouting pressure pipe is connected with the grouting pipe for pre-grouting, and the normal use of the experimental device for simulating soil filling and grouting is ensured. Sampling at the center of a test bed cavity by adopting a soil sampler, and then carrying out tests such as density, particle grading curve, liquid plastic limit, water content, direct shear test and the like on the soil sample. Step seven, grouting: and (3) discharging clear water in the grouting pipe before grouting, closing the pressure relief hole when thick slurry appears in the pressure relief hole, then starting grouting, recording the change of the top surface soil body, the slurry flow and the grouting pressure change data in the grouting process, and paying attention to whether the slurry overflows from the periphery of the cavity of the test bed. And step eight, after grouting is finished for 7 days, performing a light dynamic penetration test on the top of the cavity of the test bed, and respectively recording the falling times of the hammer of the instrument in each hole detection. Step nine, sampling by the soil sampler after grouting: coring is carried out by adopting a drilling instrument, and then the soil body density, the water content and the direct shear test are carried out. Step ten, excavating and detail research of the grouting reinforcement body: and (3) detaching the shell of the cavity of the test bed, sweeping loose soil, leaving the grouting reinforcement body, checking the shape of the grout vein and measuring the size.
According to the experimental method of the second aspect of the invention, the experimental device for simulating the filling and grouting is adopted, so that the excavation of the grouting reinforcement body and the subsequent detailed research are very convenient, the whole experimental project can be ensured to be more in line with the engineering practice through the detection system and the information monitoring device, and the result obtained by the simulation test is more accurate.
With respect to the above technical solution, further improvements as described below can be made.
According to the experimental method of the second aspect of the invention, in a preferred embodiment, in step six, a bag filled with cement is arranged in the middle of the grouting pipe in front of the lower grouting pipe, the lower grouting pipe is placed to a certain depth, soil is taken to seal and tread a hole in the center of the cavity of the test bed, a fixed pipe is arranged at the top of the slurry storage steel barrel, and a pressure relief device at the outlet of the grouting pipe is fixed on the fixed pipe.
The middle of the grouting pipe is provided with the bag filled with cement, so that the soil taking hole can be blocked, and the slurry is prevented from overflowing from the soil taking hole. The fixed pipe is arranged at the top of the slurry storage steel barrel, and the pressure relief device at the outlet of the grouting pipe is fixed on the fixed pipe, so that the grouting pipe can be prevented from overflowing due to overlarge pressure during grouting in the cavity of the test bed.
Compared with the prior art, the invention has the advantages that: the excavation of the grouting reinforcement body is convenient, and the subsequent detailed research is convenient.
Drawings
The invention will be described in more detail hereinafter on the basis of embodiments and with reference to the accompanying drawings. Wherein:
FIG. 1 schematically illustrates a front view of a test bed chamber according to an embodiment of the present invention;
FIG. 2 schematically illustrates a top view of a test bed chamber according to an embodiment of the present invention;
FIG. 3 schematically illustrates an overall frame structure of a grouting system according to an embodiment of the invention;
FIG. 4 schematically shows the overall frame structure of a test apparatus for simulating an earth-filling grouting according to an embodiment of the present invention;
FIG. 5 schematically illustrates a ring knife sampling test density for an embodiment of the present invention;
FIG. 6 schematically illustrates a light dynamic sounding probe prior to grouting according to an embodiment of the invention;
FIG. 7 schematically illustrates a post-grouting lightweight dynamic sounding probe according to an embodiment of the invention;
FIG. 8 schematically illustrates a soil mass indoor test sampling point after grouting according to an embodiment of the invention;
FIG. 9 schematically shows a flow chart of an experimental method of an embodiment of the present invention.
In the drawings, like parts are provided with like reference numerals. The figures are not drawn to scale.
Detailed Description
The invention will be further explained in detail with reference to the figures and the embodiments without thereby limiting the scope of protection of the invention.
Fig. 1 schematically shows a front view of a test bed chamber 2 according to an embodiment of the present invention. Fig. 2 schematically shows a top view of a test bed chamber 2 according to an embodiment of the invention. Fig. 3 schematically shows the overall frame structure of the grouting system 1 according to an embodiment of the invention. Fig. 4 schematically shows the overall frame structure of a test apparatus 10 for simulating an earth-filling grouting according to an embodiment of the present invention. FIG. 5 schematically shows a ring knife sampling test density for an embodiment of the invention. Fig. 6 schematically illustrates a light dynamic sounding probe prior to grouting according to an embodiment of the invention. Fig. 7 schematically illustrates a post-grouting lightweight dynamic sounding probe according to an embodiment of the invention. Figure 8 schematically shows a soil mass indoor test sampling point after grouting according to an embodiment of the invention. FIG. 9 schematically shows a flow chart of an experimental method of an embodiment of the present invention.
As shown in fig. 1 to 4, an experimental apparatus 10 for simulating soil filling and grouting according to an embodiment of the present invention includes a grouting system 1, a laboratory bench cavity 2, a bottom plate 3, and an information monitoring device 4. The grouting system 1 is connected with the test bed cavity 2, and the information monitoring device 4 is arranged between the grouting system 1 and the test bed cavity 2. The experiment table cavity 2 comprises at least two layers of superposed cavities 21, each layer of cavity 21 comprises at least two parts, and the cavities 21 in each layer and the parts of the cavities 21 in each layer are detachably connected. The base plate 3 is arranged at the bottom of the test bed cavity 21. According to the experimental device for simulating the filling and grouting, disclosed by the embodiment of the invention, the cavity of the test bed is formed by overlapping and splicing a plurality of layers of cavities and the bottom plate, and the cavities of each layer and all parts of each layer of cavities are detachably connected, so that the installation and the disassembly are convenient, and the excavation and sampling of the grouting reinforcement body and the subsequent detailed research on the grouting reinforcement body are facilitated. Through information monitoring device, can real-time supervision slip casting system's behavior to ensure that the slip casting process is stable and accord with the experimental requirement.
Further, in the present embodiment, as shown in fig. 1, a supporting base 24 is disposed at the bottom of the experiment table cavity 2. Through setting up the support base, can guarantee whole experimental apparatus's structural stability and structural strength to further ensure the stability and the accuracy of experiment structure. Preferably, a carrier plate 25 is provided between the support base 24 and the bottom plate 3. Through setting up the loading board, structural strength and the structural stability of whole experimental apparatus of increase that can be further.
Specifically, in the present embodiment, as shown in fig. 2 and 4, the information monitoring device 4 includes a pressure gauge 41, an electromagnetic flow meter 42, and a displacement monitoring device 43. Grouting pressure and flow in the grouting process can be monitored in real time through a pressure gauge and an electromagnetic flowmeter, observation on a slurry filling compaction soil body in the grouting process can be realized through a displacement monitoring device, and the diffusion form and action mechanism of the slurry in the soil body are reflected. Specifically, in the present embodiment, the displacement monitoring device 43 includes a flat wooden board 431 and a displacement strain gauge 432 disposed on the flat wooden board 431, and a sensing wire 433 connected to the displacement strain gauge 432.
As shown in fig. 3, in particular, in the present embodiment, the grouting system 1 includes two grout storing steel barrels 11, a transparent suction pipe 12, a high pressure pipe 13, a grouting pipe 14, and a double-fluid grouting machine 15. Wherein, two store thick liquid steel barrels 11 are used for storing the sodium silicate and the grout after diluting respectively, store thick liquid barrel 11 and are connected with biliquid slip casting machine 15 through transparent thick liquid suction pipe 12 respectively. The high-pressure pipes 13 are respectively connected with a double-liquid grouting machine 15, a three-way pipeline 16 is arranged on the high-pressure pipes 13, and the grouting pipes 14 are connected with the three-way pipeline 16. The water glass and the cement slurry are respectively placed in the two slurry storage steel barrels through dilution, the cement slurry and the water glass placed in the two slurry storage steel barrels are respectively connected with the double-liquid grouting machine through transparent slurry suction pipes, the cement slurry and the water glass are converged into a high-pressure pipe through the double-liquid grouting machine, the cement slurry and the water glass are mixed through a tee joint on a high-pressure pipeline, the cement slurry and the water glass are connected with a grouting pipe on the upper portion of a test bed cavity through an information monitoring device, and the grouting pipe is inserted into a grouting soil body. The grouting system with the structure can provide stable double-liquid slurry, and the ball valve is arranged at the water glass inlet, so that the proportion of the cement slurry and the water glass can be conveniently controlled.
Further, in the present embodiment, the grouting system 1 further includes a screen disposed on the grout storing steel barrel 11 for storing the grout. Through placing the screen cloth on storing up the thick liquid steel bucket, can prevent that the cement piece that has caked from getting into the slip casting machine and leading to slip casting efficiency to descend.
According to the experimental device 10 for simulating filling and grouting of the embodiment of the invention, preferably, as shown in fig. 1, the cavities 21 in each layer and the parts of the cavities 21 in each layer are connected through the welding wing plates 5 and the bolts 6. Through welding pterygoid lamina and the bolted connection's that excels in mode, can make the installation of whole test bench cavity more convenient with the dismantlement on the one hand, the leakproofness is strong, and on the other hand can simplify whole experimental apparatus's structure, reduce cost. Further, in the embodiment, the sealing ring 7 is arranged between the welding wing plates 5 on each layer of the cavity 21, so that the sealing performance of the cavity of the test bed can be further improved, and leakage in the grouting process is avoided.
Further, in this embodiment, as shown in fig. 1, a pressure relief hole 22 is formed in the cavity 21, and a high-strength pressure relief valve 23 is disposed at the pressure relief hole 22. Specifically, in the present embodiment, the relief valve 23 is a ball valve. Through the relief valve that sets up pressure release hole and high strength, can control grouting pressure in a flexible way, can prevent that slip casting in-process thick liquid and fill out and emerge to the on-spot slip casting condition of strict simulation more accords with engineering practice, and the result that the analogue test obtained is more accurate. Preferably, in the present embodiment, the top of the test bed cavity 2 is connected with the grouting system 1. The grouting sequence is set to be injected from the top of the cavity of the test bed downwards, and the engineering practice is better met.
In a specific operation example, the test bed cavity 2 is a 5-layer circular cavity formed by overlapping and splicing 10 semicircular iron rings and a bottom plate, 6 pressure relief holes 22 are arranged on each layer of three layers of cavities of the circular cavity close to the bottom, and a high-strength pressure relief valve 23 is installed to prevent slurry and filled soil from overflowing during a test. The cavity layer and the two semicircular iron rings on the same layer are connected through a high-strength bolt 6 by utilizing a welding wing plate 5, a rubber gasket with the thickness of 3mm is used for sealing the joint, and the top of the cavity 2 of the test bed is connected with a grouting system 1.
As shown in fig. 3 and 4, the experimental apparatus 10 for simulating the filling and grouting according to the embodiment of the present invention further includes a detection system. The detection device can eliminate the interference on the experimental result because the precision of the test device and the experimental steps does not reach the requirement. Specifically, in this embodiment, the detection system includes a light dynamic penetrometer, a geotome, an indoor direct shear apparatus, and a standard cutting ring.
As shown in fig. 9, the experimental method for simulating the filling and grouting according to the embodiment of the second aspect of the present invention includes:
step one, soil taking and screening: the filling soil retrieved from a construction site is screened, large-particle stones, plants and garbage in the filling soil are screened, then the soil body is stirred to enable the property of the soil body to be more uniform, and a soil sample is randomly sampled to perform an indoor test to determine particle gradation, density, liquid limit, plastic limit, water content, cohesive force and internal friction angle.
And step two, installing the experimental device 10 for simulating the filling and grouting, splicing the test bed cavity 2 by using the high-strength bolt 6, and then sequentially connecting the grouting system 1, the test bed cavity 2, the information monitoring device 4 and the detection system 9.
And step three, shoveling the soil body into the cavity 2 of the experiment table, firstly, treading the soil by feet, then, uniformly tamping the soil body from inside to outside by adopting a tamper, and flatly pressing large pores generated by shoveling the soil in the filled soil. Then, as shown in fig. 5, in each layer of cavity, a compaction degree test is performed on soil samples taken by using a standard cutting ring at four positions, namely a B1 cutting ring 750, a B2 cutting ring 750, a B3 cutting ring 750 and a B4 cutting ring 750, wherein the distance between 750 and a central point is 750mm, and the difference of the compaction degree of the soil samples is ensured to be less than 10% until the soil filling with the height of 1.5m in total is completely compacted in the fifth layer of cavity 2 of the experiment table.
Step four, performing a light dynamic penetration test on the filling before grouting, as shown in fig. 6, marking 8 light dynamic penetration points before grouting in the test scheme: c1 light 250, C2 light 250, C3 light 500, C4 light 500, C5 light 750, C6 light 750, C7 light 900, C8 light 900, where the number following the dot name is the distance from the center point, as shown in fig. 5. The number of times the hammer falls each time the instrument is driven 300mm (0 mm-300 mm, 300 mm-600 mm, 600 mm-900 mm) is recorded in the table. And backfilling and compacting the holes generated in the test process after the light dynamic penetration test is completed.
Step five, preparing slurry and water glass, wherein the water-cement ratio of the slurry is 1: 1, mixing and stirring the same mass of water and cement ash of P.O.42.5, and pouring the mixture into a steel mortar storage barrel 11 through a 5mm screen 17. The water glass concentration was 25 baume degrees, measured by a densitometer.
Step six, pre-grouting and hole opening preparation: firstly, a hole with the diameter of 70mm and the depth of 1m is drilled on a flat ground near a laboratory by adopting a water mill electric drill, a grouting pipe with the length of 1m is put in, a matched pressure pipe for grouting is connected with the grouting pipe for pre-grouting, and the normal use of the experimental device 10 for simulating the filling and grouting is ensured. And (4) after the pre-grouting is finished, a grouting pipe is used for absorbing water to clean the grouting pipeline. Sampling is carried out at the center of the cavity 2 of the test bed by adopting a soil sampler with the caliber of 70mm, the total sampling depth is 1050mm, and the soil sample is wrapped and recorded. And then carrying out tests such as density, particle grading curve, liquid plastic limit, water content, direct shear test and the like on the soil sample.
Step seven, grouting: and (3) discharging clear water in the grouting pipe before grouting, closing the pressure relief hole when thick slurry appears in the pressure relief hole, then starting grouting, recording the change of the top surface soil body, the slurry flow and the grouting pressure change data in the grouting process, and paying attention to whether the slurry overflows from the periphery of the cavity of the test bed.
Step eight, after grouting is finished for 7 days, carrying out a light dynamic penetration test on the top of the cavity 2 of the test bed, and testing 8 light dynamic penetration points marked in the graph 7: the numbers behind the point names of the light 250E 1, the light 250E 2, the light 500E 3, the light 500E 4, the light 750E 5, the light 750E 6, the light 900E 7 and the light 900E 8 are distances from the central point, and the number of times that the hammer falls every 300mm (0 mm-300 mm, 300 mm-600 mm and 600 mm-900 mm) of the instrument in each hole probing is recorded in the table respectively.
Step nine, sampling by the soil sampler after grouting: coring is performed 1050mm using a 70mm drilling instrument, the soil sampling position as shown in fig. 8 is marked as F1 for 250, F2 for 500, F3 for 750, F4 for 900, where the number following the point name is the distance from the center point position. And then performing soil density, water content and direct shear tests.
Step ten, excavating and detail research of the grouting reinforcement body: the shell of the test bed cavity 2 is disassembled, loose soil is swept away, the grouting reinforcement body is left, the shape of the grout vein is checked, and the size is measured.
Step eleven, cleaning: and (3) putting the slurry inlet hose (grouting pipe) into clear water, opening a valve, removing residual slurry by using the water, cleaning, and cleaning other equipment such as a slurry storage steel barrel and the like.
According to the experimental method of the second aspect of the invention, the experimental device for simulating the filling and grouting is adopted, so that the excavation of the grouting reinforcement body and the subsequent detailed research are very convenient, the whole experimental project can be ensured to be more in line with the engineering practice through the detection system and the information monitoring device, and the result obtained by the simulation test is more accurate.
In the experimental method according to the embodiment of the second aspect of the present invention, preferably, in the sixth step, a bag filled with cement is wound around the middle of the grouting pipe before the grouting pipe is placed, the bag is bound with a transparent adhesive tape so as to block the soil sampling hole, prevent the slurry from overflowing from the soil sampling hole with the thickness of 70mm, and place the grouting pipe at the depth of 950mm, and sample soil to plug and tread the hole in the center of the cavity of the test bed. In order to prevent the grouting pipe from overflowing due to overlarge pressure during grouting in the test bed cavity 2, 3 steel pipes are tied at the top of the grout storage steel barrel, and a pressure relief device at the outlet of the grouting pipe is fixed on the steel pipes.
According to the embodiment, the experimental device and the experimental method for simulating the filling and grouting provided by the invention are convenient for excavating the grouting reinforcement body and subsequent detailed research.
While the invention has been described with reference to a preferred embodiment, various modifications may be made and equivalents may be substituted for elements thereof without departing from the scope of the invention. In particular, the technical features mentioned in the embodiments can be combined in any way as long as there is no structural conflict. It is intended that the invention not be limited to the particular embodiments disclosed, but that the invention will include all embodiments falling within the scope of the appended claims.
Claims (10)
1. An experimental device for simulating soil filling and grouting is characterized by comprising a grouting system, an experimental table cavity, a bottom plate and an information monitoring device; wherein,
the grouting system is connected with the test bed cavity, and the information monitoring device is arranged between the grouting system and the test bed cavity;
the laboratory table cavity comprises at least two layers of superposed cavities, each layer of cavity comprises at least two parts, and the cavities of each layer and the parts of the cavities of each layer are detachably connected;
the bottom plate is arranged at the bottom of the cavity of the test bed.
2. The experimental device for simulating the soil filling and grouting according to claim 1, wherein a pressure relief hole is formed in the cavity, and a pressure relief valve is arranged at the pressure relief hole.
3. An experimental setup for simulating an earth-filling grouting according to claim 1 or 2, characterized in that the top of the test bench cavity is connected with the grouting system.
4. An experimental setup for simulating a fill slip according to any one of claims 1 to 3, characterized in that it further comprises a detection system.
5. The experimental facility for simulating fill grouting according to claim 4, wherein the detection system comprises a light dynamic penetrometer, a soil sampler, an indoor direct shear apparatus and a standard cutting ring.
6. An experimental device for simulating an earth-filling grouting according to any one of claims 1 to 5, characterized in that the information monitoring device comprises a pressure gauge, an electromagnetic flow meter and a displacement monitoring device.
7. The experimental facility for simulating an earth-filling grouting according to any one of claims 1 to 6, wherein the grouting system comprises two steel slurry storage barrels, a transparent slurry suction pipe, a high-pressure pipe, a grouting pipe and a double-liquid grouting machine; wherein,
the two slurry storage steel barrels are respectively used for storing diluted water glass and cement slurry, and the slurry storage barrels are respectively connected with the double-liquid grouting machine through the transparent slurry suction pipes;
the high-pressure pipe is respectively connected with the double-liquid grouting machine, a three-way pipeline is arranged on the high-pressure pipe, and the grouting pipe is connected with the three-way pipeline.
8. The experimental apparatus for simulating an earth-filling grouting according to claim 7, wherein the grouting system further comprises a screen disposed on the slurry storage steel drum.
9. An experimental method, comprising:
firstly, soil sampling and screening, then stirring soil, randomly sampling soil, and carrying out indoor test to determine particle composition, density, liquid limit, plastic limit, water content, cohesive force and internal friction angle;
step two, installing the experimental device for simulating the filling and grouting according to any one of the claims 1 to 9;
thirdly, shoveling a soil body into the cavity of the experiment table, and uniformly tamping the soil body from inside to outside by using a tamper until the soil filled in the cavity of the experiment table is completely tamped;
fourthly, performing a light dynamic penetration test on the filled soil before grouting, respectively recording the falling times of the hammer when the instrument is impacted each time, and then backfilling and compacting holes generated in the test process;
step five, preparing slurry and water glass, wherein the water-cement ratio of the slurry is 1: 1, the concentration of water glass is 25 Baume degrees;
preparing pre-grouting and opening, sampling at the center of the cavity of the test bed by adopting a soil sampler, and then performing tests such as density, particle grading curve, liquid plastic limit, water content, direct shear test and the like on the soil sample;
step seven, grouting;
step eight, after grouting is finished for 7 days, performing a light dynamic penetration test on the top of the cavity of the test bed, and respectively recording the falling times of an iron hammer of an instrument in each hole probing;
step nine, sampling by the soil sampler after grouting: coring by adopting a drilling instrument, and then carrying out soil density, water content and direct shear tests;
step ten, excavating and detail research of the grouting reinforcement body: and (3) detaching the shell of the cavity of the test bed, sweeping loose soil, leaving the grouting reinforcement body, checking the shape of the grout vein and measuring the size.
10. The experimental method for simulating soil filling and grouting according to claim 9, wherein in the sixth step, a bag filled with cement is arranged in the middle of the grouting pipe before the grouting pipe is lowered, the grouting pipe is lowered to a certain depth, soil is taken to seal and tread the hole in the center of the cavity of the test bed, a fixed pipe is arranged at the top of the mortar storage steel barrel, and the pressure relief device at the outlet of the grouting pipe is fixed on the fixed pipe.
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| CN201910672357.7A CN110529148A (en) | 2019-07-24 | 2019-07-24 | It is a kind of for simulating the experimental provision and experimental method of slip casting of banketing |
| PCT/CN2020/103556 WO2021013186A1 (en) | 2019-07-24 | 2020-07-22 | Test device and test method for simulating earth-filling and grouting |
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| CN114165244A (en) * | 2021-11-30 | 2022-03-11 | 中交隧道工程局有限公司 | Shield synchronous double-liquid grouting process field verification test method |
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| CN114354408A (en) * | 2021-12-29 | 2022-04-15 | 三峡大学 | Side wall grouting multi-index detection device and detection method |
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Application publication date: 20191203 |