CN114062596A - In-situ test device and test method for simultaneous grouting in shield construction - Google Patents
In-situ test device and test method for simultaneous grouting in shield construction Download PDFInfo
- Publication number
- CN114062596A CN114062596A CN202111258363.1A CN202111258363A CN114062596A CN 114062596 A CN114062596 A CN 114062596A CN 202111258363 A CN202111258363 A CN 202111258363A CN 114062596 A CN114062596 A CN 114062596A
- Authority
- CN
- China
- Prior art keywords
- shield
- grouting
- test
- steel plate
- sleeve
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 238000012360 testing method Methods 0.000 title claims abstract description 102
- 238000010276 construction Methods 0.000 title claims abstract description 34
- 238000011065 in-situ storage Methods 0.000 title claims abstract description 20
- 238000010998 test method Methods 0.000 title claims abstract description 11
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 115
- 239000010959 steel Substances 0.000 claims abstract description 115
- 239000002002 slurry Substances 0.000 claims abstract description 66
- 230000001360 synchronised effect Effects 0.000 claims abstract description 47
- 238000000034 method Methods 0.000 claims abstract description 36
- 230000008569 process Effects 0.000 claims abstract description 30
- 238000007789 sealing Methods 0.000 claims abstract description 17
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 35
- 239000011440 grout Substances 0.000 claims description 25
- 230000000694 effects Effects 0.000 claims description 17
- 239000000463 material Substances 0.000 claims description 15
- 239000007788 liquid Substances 0.000 claims description 14
- 238000012544 monitoring process Methods 0.000 claims description 13
- 230000005641 tunneling Effects 0.000 claims description 12
- 238000005452 bending Methods 0.000 claims description 10
- 239000010985 leather Substances 0.000 claims description 9
- 238000003466 welding Methods 0.000 claims description 9
- 238000009792 diffusion process Methods 0.000 claims description 7
- 239000004568 cement Substances 0.000 claims description 3
- 238000001035 drying Methods 0.000 claims description 3
- 238000006703 hydration reaction Methods 0.000 claims description 3
- 239000012535 impurity Substances 0.000 claims description 3
- 238000002347 injection Methods 0.000 claims description 3
- 239000007924 injection Substances 0.000 claims description 3
- 230000007935 neutral effect Effects 0.000 claims description 3
- 238000007569 slipcasting Methods 0.000 claims description 3
- 239000012780 transparent material Substances 0.000 claims description 2
- 238000011160 research Methods 0.000 abstract description 10
- 239000002689 soil Substances 0.000 abstract description 9
- 238000004088 simulation Methods 0.000 abstract description 3
- 238000005516 engineering process Methods 0.000 abstract description 2
- 239000011148 porous material Substances 0.000 description 5
- 229910000278 bentonite Inorganic materials 0.000 description 3
- 239000000440 bentonite Substances 0.000 description 3
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 3
- 238000013461 design Methods 0.000 description 3
- 239000006185 dispersion Substances 0.000 description 3
- 238000002474 experimental method Methods 0.000 description 3
- 238000013480 data collection Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 241000221035 Santalaceae Species 0.000 description 1
- 235000008632 Santalum album Nutrition 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 239000011083 cement mortar Substances 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 239000012530 fluid Substances 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 239000010687 lubricating oil Substances 0.000 description 1
- 239000010721 machine oil Substances 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 239000003921 oil Substances 0.000 description 1
- 238000005457 optimization Methods 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 238000012827 research and development Methods 0.000 description 1
- 239000011347 resin Substances 0.000 description 1
- 229920005989 resin Polymers 0.000 description 1
- 238000012795 verification Methods 0.000 description 1
Images
Classifications
-
- 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
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01D—MEASURING NOT SPECIALLY ADAPTED FOR A SPECIFIC VARIABLE; ARRANGEMENTS FOR MEASURING TWO OR MORE VARIABLES NOT COVERED IN A SINGLE OTHER SUBCLASS; TARIFF METERING APPARATUS; MEASURING OR TESTING NOT OTHERWISE PROVIDED FOR
- G01D21/00—Measuring or testing not otherwise provided for
- G01D21/02—Measuring two or more variables by means not covered by a single other subclass
Landscapes
- Physics & Mathematics (AREA)
- General Physics & Mathematics (AREA)
- Health & Medical Sciences (AREA)
- Life Sciences & Earth Sciences (AREA)
- Chemical & Material Sciences (AREA)
- Engineering & Computer Science (AREA)
- Food Science & Technology (AREA)
- Medicinal Chemistry (AREA)
- Analytical Chemistry (AREA)
- Biochemistry (AREA)
- General Health & Medical Sciences (AREA)
- Immunology (AREA)
- Pathology (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention provides a shield construction synchronous grouting in-situ test device and a test method, and belongs to the technical field of simulation shield construction synchronous grouting tests. The adopted scheme is as follows: the assembled shield machine is used as a carrier, a steel sleeve is constructed outside the shield body, and the assembled negative ring duct piece is used for sealing the negative ring duct piece and the steel sleeve, so that slurry is prevented from losing. In the process of forward movement of the shield, the negative ring duct piece is separated from the shield body, and the shield tail forms a cavity, so that the gap between the duct piece and the soil layer is simulated, and the grouting test research is carried out by using a grouting system of a shield machine. The invention also provides a synchronous grouting in-situ test method. The shield construction synchronous grouting in-situ test device and the test method provided by the invention have the advantages that: the full-scale duct piece and the grouting system of the shield machine are fully utilized to research the shield synchronous grouting construction process, and powerful support is provided for the research of the later shield synchronous grouting construction key technology.
Description
Technical Field
The invention relates to the technical field of synchronous grouting test for simulating shield construction, in particular to a synchronous grouting in-situ test device and a synchronous grouting in-situ test method for shield construction.
Background
In the shield tunnel work progress, when the section of jurisdiction that has been assembled deviates from the shield tail, must be in the formation space between section of jurisdiction lining and the soil body, need in time carry out synchronous slip casting this moment to prevent the not hard up of the soil body around the section of jurisdiction lining, collapse, can strengthen the parcel effect of the soil body to shield segment lining structure simultaneously, avoid the section of jurisdiction structure to appear the local stress concentration phenomenon because of lacking necessary resistance, cause section of jurisdiction and stratum unstability.
Synchronous grouting is an important part of the shield tunnel construction process, construction process parameters such as grouting material components, material proportion, grouting flow, grouting pressure and the like have important influence on the grouting effect, targeted research is carried out on the aspects of shield synchronous grouting reaction mechanism, novel grouting material research and development, grouting process optimization, slurry diffusion form control, grouting effect verification and the like, and the method has important significance on the development of the shield tunnel synchronous grouting technology.
At present, the shield synchronous grouting technical research is mostly carried out by adopting a mode of finite element numerical analysis, a similar material simulation experiment, a scale reduction experiment and the like, the set conditions of the experiments are far away from the actual construction conditions, the obtained research results can only be explained from the perspective of an indoor experiment, the actual situation of shield synchronous grouting cannot be truly reflected, and the synchronous grouting experimental research is limited in guiding the actual synchronous grouting construction process.
Therefore, the assembled negative ring is utilized to design the synchronous grouting in-situ test device for test research in the shield starting well, so that the obtained research result is more real and has more guiding significance.
Disclosure of Invention
In order to overcome the defects in the prior art, the invention provides a shield construction synchronous grouting in-situ test device and a test method.
The technical scheme adopted by the invention for solving the technical problems is as follows: a shield constructs synchronous slip casting normal position test device of construction and test method, its characteristic is, including: the grouting system is a synchronous grouting system of the shield machine and is positioned at the tail part of the shield machine, the grouting system comprises 8 sets of grouting pipelines and can inject double-fluid slurry, the grouting system can set the flow, grouting pressure and slurry ratio of each pipeline according to test requirements, and the grouting system has the capability of monitoring parameters such as flow, grouting pressure and grouting square amount in real time and recording data; the tail part of the test device is sealed, and the test device comprises a shield tail grout stopping plate and a rubber leather sleeve, wherein the thickness of the rubber leather sleeve for sealing the tail part of the test device is customized according to a gap between the grout stopping plate and the inner side wall of a test sleeve, and the rubber leather sleeve is wrapped on the front side and the rear side of the shield tail grout stopping plate, so that the injected grout is prevented from overflowing and leaking in the propelling process of the shield tunneling machine; the footage pipe sheet ring is formed by assembling multiple ring pipe sheets, the strength, the size and the connection mode of the pipe sheets are the same as those of the designed pipe sheets, the pipe sheet ring is assembled by a shield machine and placed on a starting base according to the designed gradient, the pipe sheet rings are connected through pipe sheet bolts, a waterproof material is arranged in a crack, quick-drying cement is coated inside the crack to prevent slurry or water seepage, and a pre-buried steel plate is arranged at the back of the pipe sheet ring and connected with one end of a test bed device. Test slurry is filled in a gap between the test sleeve and the duct piece; the test sleeve comprises a section steel main beam, an arc-shaped steel plate and a slurry overflow hole, is arranged above the initial base, is provided with a plurality of observation holes and is used for observing the slurry diffusion characteristic and the hydration reaction process in the synchronous grouting process, and is provided with a stress monitoring system.
Further, the shaped steel girder is formed by bending shaped steel, straight shaped steel welding, and the shaped steel diameter of buckling is greater than the grout stop plate diameter, and the stability of the whole frame of sleeve of thick liquid injection in-process should be ensured in setting up of shaped steel interval, and shaped steel girder is 1m apart from the stationary plane vertical distance, sets up independent stand and supports, and stand support bottom adds the welding steel sheet, fixes the stand on originating the base through expansion bolts.
Further, the arc-shaped steel plate is formed by bending a steel plate, the bending diameter is the same as the bending diameter of the section steel, and the arc-shaped steel plate and the arc-shaped main beam are welded in a full-welding mode and are arranged inside the arc-shaped main beam.
Furthermore, the slurry overflow hole is arranged at the top of the test sleeve and used for slurry overflow in the test process.
Furthermore, the observation hole is made of a rigid-strength transparent material and is embedded in the upper middle area of the test sleeve, so that the sealing performance of the test sleeve is ensured, and acting force generated in the grouting process can be borne.
Further, the stress monitoring system is used for collecting acting force data generated in the grouting process; the tail part of the test sleeve is sealed, and after the shield tail enters the test sleeve, the test sleeve and the segment embedded steel plate are fully welded together by using the arc-shaped steel plate ring, so that the sealing effect is ensured.
Further, the bottom of the test sleeve is sealed and comprises an L-shaped steel plate, a waterproof plate and a horizontal steel plate, the L-shaped steel plate is welded with the section steel main beam, the waterproof plate is arranged on the upper side of the L-shaped steel plate, the horizontal steel plate is arranged between the L-shaped steel plate and the waterproof plate, and the length of the horizontal steel plate is larger than that of the test sleeve; the device fixing truss structure comprises a section steel stand column and a cross beam, the section steel stand column is connected with a starting base, and the section steel cross beam is connected with a test sleeve to ensure that the test device is stable.
Further, the method comprises the following steps:
step 1: after the tail part of the shield tunneling machine passes through the pre-buried steel plate of the full-scale duct piece, the assembling device fixes the truss structure and the test sleeve;
step 2: the tail part of the test sleeve and the bottom sealing steel plate are welded firmly, so that the sealing effect of the test device is ensured;
and step 3: clean water is injected into the cavity of the test device through the slurry overflow hole, the clean water is neutral and has no impurities until the cavity is completely filled with water or slurry;
and 4, step 4: mixing synchronous grouting slurry according to test requirements, setting reasonable propelling speed and grouting parameters, and synchronously grouting into a shield tail gap through a grouting system of a shield tunneling machine;
and 5: and observing the diffusion state of the slurry through the observation hole, recording grouting parameters and acting force parameters through a monitoring system, and analyzing test results.
According to the technical scheme, the shield construction synchronous grouting in-situ test device and the test method provided by the invention have the advantages that:
the full-scale duct piece and the grouting system of the shield machine are fully utilized, grouting parameters are reasonably set according to test requirements, the method is closer to the actual construction process, synchronous grouting materials and construction processes of the shield machine are researched, the obtained research result is real, the method has guiding significance, and the method has good application prospect.
Drawings
In order to more clearly illustrate the technical solution of the present invention, the drawings used in the description will be briefly introduced, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art that other drawings can be obtained based on these drawings without creative efforts.
FIG. 1 is a three-dimensional schematic diagram of a shield construction synchronous grouting test device of the invention;
FIG. 2 is a schematic cross-sectional view of the synchronous grouting test device for shield construction according to the present invention;
FIG. 3 is a layout diagram of monitoring instruments of the synchronous grouting test device for shield construction according to the present invention;
FIG. 4 is a schematic view of a test unit tail seal of the test unit of the present invention;
FIG. 5 is a schematic view of the bottom seal of the test apparatus of the present invention.
In the figure, 1, a grouting system, 2, a foot ruler pipe sheet ring, 3, a test sleeve, 31, a section steel main beam, 32, an arc-shaped steel plate, 33, a grout overflow hole, 34, a plurality of observation holes, 35, a galvanized rectangular pipe sandal wood strip, 36, an I-shaped steel single-column support, 4, a device fixing truss, 5, a detection system, 51, a soil pressure sensor, 52, a pore water pressure gauge, 53, a data collection device, 6, a tail seal, 61, a shield tail grout stop plate, 62, a rubber leather sheath, 63, a sealing steel plate, 7, a fixing truss structure, 71, a section steel column, 72, a cross beam, 73, a main body structure, 8, a sleeve bottom seal, 81, an L-shaped steel plate, 82, a waterproof plate, 83, a horizontal steel plate, 8 and a sleeve bottom seal
Detailed Description
In order to make the objects, features and advantages of the present invention more obvious and understandable, the technical solutions of the present invention will be clearly and completely described below with reference to the accompanying drawings in the present embodiment, and it is apparent that the embodiments described below are only a part of embodiments of the present invention, and not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the scope of protection of this patent.
As shown in fig. 1 and 2, the synchronous grouting in-situ test device for shield construction comprises a grouting system 1, a full-scale duct piece ring 2, a test sleeve 3, a device fixing truss 4, a monitoring system 5, a fixing truss structure 7 and a sleeve bottom seal 8.
The grouting system 1 is a synchronous grouting system of the shield machine and is located at the tail of the shield machine, the grouting system comprises 8 sets of grouting pipelines, the grouting pipelines are evenly distributed at the tail of the shield machine and can be injected with materials such as double-liquid slurry and cement mortar, the size of the liquid pipeline A is 32mm, the size of the liquid pipeline B is 12mm, the size of the cleaning pipeline is 25mm, the size of the oil cylinder pipeline is 32mm, the flow, grouting pressure and slurry ratio of each pipeline can be set according to test design, and the grouting system has the functions of monitoring parameters such as flow, grouting pressure and grouting square amount in real time and recording data.
The full-scale duct piece ring 2 is formed by assembling 8 ring duct pieces, the strength, the size and the connection mode of the duct pieces are the same as those of the designed duct pieces, the duct piece ring is of a prefabricated C60 reinforced concrete structure, the impermeability grade is P12, the outer diameter of the duct piece ring is 15.4m, the inner diameter of the duct piece ring is 14.1m, the duct piece ring is assembled in 10 blocks, the thickness of the duct piece ring is 65cm, the width of the duct piece ring is 2m, and the duct piece ring is connected by 8-grade common bolts in the circumferential direction and the longitudinal direction. The pipe piece rings are assembled by a shield machine and placed on a starting base according to a design gradient, the pipe piece rings are connected through pipe piece bolts, waterproof materials are arranged in cracks, quick-drying cement is coated inside the pipe piece rings, slurry or water seepage is prevented, and steel plates 21 which are 5mm thick arc-shaped steel plates are embedded at the positions, connected with one end of a test bed device, of the outer sides of the pipe piece rings.
The test sleeve 3 is a steel structure sleeve and comprises an arc steel main beam 31, an arc steel plate 32 and a slurry overflow hole 33, the length of the steel structure sleeve along the tunneling direction is 6.5m, the vertical height of the steel structure sleeve is 13.5m, the radian of the steel structure sleeve is 260 degrees, the steel structure sleeve is arranged above the initial base, the test sleeve is provided with a plurality of observation holes 34 and used for observing the slurry diffusion characteristic and the hydration reaction process in the synchronous grouting process, and the stress monitoring system 5 is arranged. The arc-shaped steel girders 31 are formed by bending 20a I-shaped steel girders, the inner diameter is 18.72m, the diameter of the arc-shaped steel girders is 3cm larger than that of a shield grout stop plate 61, the distance between the section steel girders 31 is 1m, the section steel girders are connected by 100 x 50 x 4 galvanized rectangular pipe purlins 35 in a full-welding mode, and the circumferential distance is 0.5 m. The vertical distance between the section steel main beam 31 and the fixed surface is 1m, the lower part of the section steel main beam is provided with a 20a I-steel single-column support 36, the bottom of the column support 36 is fully welded with a steel plate to increase the stress area, and the section steel main beam is fixed on the starting base through expansion bolts; the arc-shaped steel plate 32 is formed by bending a 5mm steel plate, has the same diameter as the section steel main beam 31, and is in full-welded connection with the arc-shaped main beam; the observation hole 34 is composed of a special 16mm arc-shaped high-strength transparent resin plate, is embedded in the test sleeve, ensures the sealing performance of the test sleeve, and can bear the acting force generated in the grouting process. The device fixing truss structure 7 comprises a section steel upright 71 and a cross beam 72, wherein the section steel upright is a 30a I-shaped steel and is connected with a starting base through an expansion bolt, the section steel cross beam 72 is a 30a I-shaped steel and is welded with a test sleeve, and the other end of the section steel cross beam is connected with a main structure 73 through an expansion bolt, so that the stability of the test device is ensured. The top of the test sleeve 3 is provided with a slurry overflow hole 33 with the diameter of 5cm, and the slurry overflow hole is used for leakage of slurry or water in the test process.
Referring to fig. 3, the stress monitoring system 5 is used for collecting acting force data generated in the grouting process, and is provided with 45 sets of steel string type soil pressure sensors 51, wherein the soil pressure sensors 51 are 110mm in diameter, 37mm in thickness and 0-0.5 MPa in measuring range, are symmetrically arranged at 15-degree intervals with the top of the test sleeve 3 as a reference, and are provided with 3 identical cross sections; the 5-type pore water pressure gauge 52 is arranged in 15 sets, the diameter of the pore water pressure gauge 52 is 30mm, the measuring range is 0-0.5 Mpa, the pore water pressure gauge and the soil pressure sensor 51 have the same cross section, and the pore water pressure gauge and the soil pressure sensor are symmetrically arranged at 45 degrees left and right. The data collection device 53 is used to record the force data in real time.
As shown in fig. 4, the tail seal 6 of the test device comprises a shield tail grout stopping plate 61, a rubber leather sheath 62 and a seal steel plate 63, wherein the thickness of the seal rubber leather sheath is 1cm, and can be customized according to the clearance between the grout stopping plate 61 and the inner side wall of the test sleeve 3, and the rubber leather sheath 62 is wrapped on the front side and the rear side of the shield tail grout stopping plate 61, so that the injected grout is prevented from leaking in the tunneling direction in the propelling process of the shield tunneling machine. The sealing steel plate 63 is formed by cutting a 5mm steel plate into a circular ring shape according to the distance between the test sleeve 3 and the full-scale duct piece 2, and is connected with the test sleeve 3 and the duct piece pre-embedded steel plate 21 in a full-welding mode, so that the leakage of synchronous grouting construction slurry is avoided.
As shown in fig. 5, the test sleeve bottom seal 8 comprises an L-shaped steel plate 81, a waterproof plate 82 and a horizontal steel plate 83, wherein the L-shaped steel plate 81 is formed by welding 10mm steel plates and is welded with the section steel beam 72, the waterproof plate 82 is arranged on the upper side of the L-shaped steel plate, the horizontal steel plate is 5mm thick and 0.5m longer than the device, is arranged between the L-shaped steel plate 81 and the waterproof plate, the front end of the horizontal steel plate is welded with the tail part of the shield tunneling machine, and lubricating oil is coated on the upper layer and the lower layer.
The invention also provides a shield construction synchronous grouting in-situ test method, which comprises the following steps:
step 1: after the tail part of the shield tunneling machine passes through the pre-buried steel plate 21 of the full-scale duct piece, the assembling device fixes the truss structure 7 and the test sleeve 3;
step 2: the tail seal 8 and the bottom seal steel plate 6 of the test sleeve are welded firmly to ensure the sealing effect of the test device;
and step 3: injecting clear water or slurry into the cavity of the test device through the slurry overflow hole 33 until the cavity is completely filled with water or slurry; the water is neutral, and has no impurity and no pollution; the mud is bentonite mud, the viscosity is 20-27 s, and the gravity is 1.1-1.2.
And 4, step 4: mixing synchronous grouting slurry according to test requirements, setting reasonable propelling speed and grouting parameters, and synchronously grouting into a shield tail gap through a grouting system 1 of a shield tunneling machine; in the shield propulsion process, the construction working condition simulation is carried out:
firstly, after the distance of 1m is pushed (the grouting material A, B liquid is matched with 1), injecting the liquid A to seal the shield tail, stopping pushing for 1h (according to the normal segment assembling time), then restoring the pushing, and verifying the shield tail sealing effect of the liquid A in the grouting process;
secondly, after the distance of 2m is pushed (the ratio of the grouting material A, B liquid is 1), injecting bentonite to seal the tail, stopping pushing for 2h (according to long-time downtime), then restoring pushing, and verifying the effect of sealing the tail of the bentonite in the grouting process;
thirdly, after the distance of 3m is pushed (the liquid mixture ratio of the grouting material A, B is 1), the pushing is stopped for 40min, shield tail sealing measures are not taken (according to the downtime of the assembled segments), then the pushing is recovered, and the shield tail sealing effect of A, B liquid by the self is verified;
fourthly, after the shield tail is pushed for 4m (the grouting material A, B liquid is matched with 2), the pushing is stopped for 40min, the shield tail sealing measure is not taken, then the pushing is resumed, and the shield tail sealing effect of the first four measures is observed;
stopping the propulsion after stopping the machine for 3 hours and propelling for a distance of 4.3m (a cavity of 30 cm), starting injecting water into the cavity, injecting the slurry into the water after the cavity is filled with the water, stopping the slurry injection after the slurry overflows 33 from the top slurry overflow hole, and verifying the A, B slurry ratio in the water environment and the water dispersibility resistant effect;
stopping propelling after stopping for 3 hours and propelling to a distance of 4.6m (a cavity of 30 cm), starting injecting water into the cavity, injecting the slurry into the water after the cavity is filled with the water, stopping injecting the slurry after the slurry overflows from the top slurry overflow hole 33, and verifying the A, B slurry ratio and the water dispersibility resistance effect in the water environment;
seventhly, after the machine is stopped for 3 hours, the machine is pushed to a distance of 4.9m (a cavity of 30 cm), the pushing is stopped, water is injected into the cavity, after the cavity is filled with water, grouting is performed in the water, and grouting is stopped after grout overflows from the top grout overflow hole 33, and the process verifies that the proportion of A, B liquid grout in the water environment is 3, and the water dispersibility resistance effect is achieved.
Eighthly, stopping propelling the machine for 3 hours to a distance of 5.2m (a cavity of 30 cm), stopping propelling, starting to inject slurry into the cavity, starting to inject the slurry after the cavity is filled with the slurry, stopping injecting the slurry after the slurry overflows from a top slurry overflow hole 33, and verifying A, B slurry ratio 1 and anti-dispersion effect in a water environment in the process.
Eighthly, stopping propelling the machine for 3 hours until the machine reaches a distance of 5.5m (a cavity of 30 cm), stopping propelling the machine, starting to inject slurry into the cavity, starting to inject the slurry after the cavity is filled with the slurry, stopping injecting the slurry after the slurry overflows from a top slurry overflow hole 33, and verifying A, B slurry ratio 2 and anti-dispersion effect in a water environment in the process.
Ninthly, after the machine is shut down for 3 hours, the machine is propelled to 6m distance back (50cm cavity), the propelling is stopped, the slurry is injected into the cavity, the slurry is injected after the slurry is filled, the slurry is injected, the slurry is stopped after the slurry overflows from the top slurry overflow hole by 33, and the process verifies that A, B liquid slurry is matched with 3 in the water environment and has the anti-dispersion effect.
And 5: observing the diffusion state of the slurry through the observation hole, recording grouting parameters and acting force parameters through a monitoring system, and analyzing test results; and (4) removing part of the test sleeve, analyzing grouting materials and plugging materials, and determining the technological parameters of synchronous grouting construction.
The terms "upper", "lower", "outside", "inside", and the like in the description and claims of the present invention and the above-described drawings (if any) are used for distinguishing relative positions without necessarily being construed qualitatively. It is to be understood that the data so used is interchangeable under appropriate circumstances such that the embodiments of the invention described herein are capable of operation in sequences other than those illustrated or described herein. Furthermore, the terms "comprising" and "having," as well as any variations thereof, are intended to cover non-exclusive inclusions.
The above-described embodiments illustrate the objects, embodiments and advantages of the present invention, it should be understood that the above-described embodiments are only one of many possible embodiments of the present invention, and the present invention is not limited thereto.
Claims (8)
1. The utility model provides a shield constructs synchronous slip casting in situ test device of construction which characterized in that includes: the grouting system (1) is a synchronous grouting system of the shield machine and is positioned at the tail part of the shield machine, the grouting system (1) comprises 8 sets of grouting pipelines and can inject double-liquid slurry, and the grouting system (1) can set the flow, grouting pressure and slurry ratio of each pipeline; the tail part seal (6) of the test device comprises a shield tail grout stopping plate (61) and rubber leather sleeves (62), wherein the rubber leather sleeves (62) are wrapped on the front side and the rear side of the shield tail grout stopping plate (61), and the grout stopping plate (61) is positioned on the outer side of the shield tail of the shield tunneling machine; foot ruler pipe sheet rings (2) are formed by assembling multiple ring pipe sheets, the pipe sheet rings (2) are mainly formed by assembling a shield machine and are placed on a starting base, the pipe sheet rings (2) are connected through pipe sheet bolts, waterproof materials are arranged on pipe sheet ring clamping seams, quick-drying cement is coated inside the pipe sheet rings, a steel plate (21) is embedded at the position where the back of each pipe sheet ring (2) is connected with one end of a test bed device, a test sleeve (3) comprises a section steel main beam (31), an arc-shaped steel plate (32) and a grout overflow hole (33), the section steel main beam is connected with a fixed truss structure, the arc-shaped steel plate is placed inside the test sleeve and fixed on the section steel main beam, the grout hole (33) is formed in the top of the test sleeve (3), the test sleeve is placed above the starting base, and is provided with a plurality of observation holes (34) for observing the grout diffusion characteristics and hydration reaction process in the synchronous grouting process, and the grouting system is also provided with a stress monitoring system (5).
2. The shield construction synchronous grouting in-situ test device according to claim 1, characterized in that the section steel main beam (31) is formed by welding bent section steel and straight section steel, the bending diameter of the section steel is larger than the diameter of the grout stop plate (61), the stability of the whole sleeve frame in the grout injection process is ensured by setting the distance between the section steel and the straight section steel, the vertical distance between the section steel main beam (31) and a fixed surface is 1m, a single upright post support is arranged, a welding steel plate is additionally arranged at the bottom of the upright post support, and the upright post is fixed on an originating base through an expansion bolt.
3. The shield construction synchronous grouting in-situ test device according to claim 2, wherein the arc-shaped steel plate (32) is formed by bending a steel plate, the bending diameter is the same as the bending diameter of the section steel, and the arc-shaped steel plate (32) and the arc-shaped main beam (31) are welded in a full-welding mode and are arranged inside the arc-shaped main beam.
4. The synchronous grouting in-situ test device for shield construction according to claim 3, wherein the grout overflow hole (33) is arranged at the top of the test sleeve (3) and used for overflowing grout in the test process.
5. The synchronous grouting in-situ test device for shield construction according to claim 4, characterized in that the observation hole (34) is made of a rigid-strength transparent material and is embedded in the upper middle area of the test sleeve (3).
6. The synchronous grouting in-situ test device for shield construction according to claim 5, characterized in that the stress monitoring system (5) is arranged inside the test sleeve for collecting acting force data, and the data collecting device (53) is arranged on the originating base for collecting data; the tail part of the test sleeve is sealed (6), and after the shield tail enters the test sleeve (3), the test sleeve (3) and the segment embedded steel plate (21) are fully welded together by using an arc-shaped steel plate ring.
7. The shield construction synchronous grouting in-situ test device according to claim 6, wherein a test sleeve bottom seal (8) comprises an L-shaped steel plate (81), a waterproof plate (82) and a horizontal steel plate (83), the L-shaped steel plate (61) is welded with a section steel main beam (31), the waterproof plate (83) is arranged on the upper side of the L-shaped steel plate (81), the horizontal steel plate (83) is arranged between the L-shaped steel plate (81) and the waterproof plate (82), and the length of the horizontal steel plate is larger than that of the test sleeve (3); the device fixing truss structure (7) comprises a section steel upright post (71) and a cross beam (72), the section steel upright post (71) is connected with an originating base, and the section steel cross beam (72) is connected with a test sleeve (3) to ensure the stability of the test device.
8. A shield construction synchronous grouting in-situ test method is characterized by comprising the following steps:
step 1: after the tail part of the shield tunneling machine passes through a full-scale duct piece pre-embedded steel plate (21), the assembling device fixes the truss structure (7) and the test sleeve (3);
step 2: the tail seal (6) and the bottom seal steel plate (63) of the test sleeve are welded firmly, so that the sealing effect of the test device is ensured;
and step 3: clean water is injected into the cavity of the test device through the slurry overflow hole (33), the clean water is neutral and has no impurities until the cavity is completely filled with water or slurry;
and 4, step 4: mixing synchronous grouting slurry according to test requirements, setting reasonable propelling speed and grouting parameters, and synchronously grouting into a shield tail gap through a grouting system (1) of a shield tunneling machine;
and 5: and the diffusion state of the slurry is observed through the observation hole (34), and grouting parameters and acting force parameters are recorded through a monitoring system, so that the test result is analyzed.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111258363.1A CN114062596A (en) | 2021-10-27 | 2021-10-27 | In-situ test device and test method for simultaneous grouting in shield construction |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111258363.1A CN114062596A (en) | 2021-10-27 | 2021-10-27 | In-situ test device and test method for simultaneous grouting in shield construction |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN114062596A true CN114062596A (en) | 2022-02-18 |
Family
ID=80235608
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202111258363.1A Pending CN114062596A (en) | 2021-10-27 | 2021-10-27 | In-situ test device and test method for simultaneous grouting in shield construction |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114062596A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114720641A (en) * | 2022-04-18 | 2022-07-08 | 西南交通大学 | Test device and test method for buoyancy dissipation characteristics of subway shield synchronous grouting |
| CN114810106A (en) * | 2022-03-31 | 2022-07-29 | 北京交通大学 | High-water-pressure multi-shield tail brush dynamic sealing failure water burst and soil bursting experiment platform and method |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103913289A (en) * | 2012-12-31 | 2014-07-09 | 同济大学 | Simulating system used for shield tunnel synchronous grouting test and test method thereof |
| CN107831073A (en) * | 2017-11-02 | 2018-03-23 | 中山大学 | Shield-tunneling construction synchronous grouting experimental rig and test method |
| CN112160759A (en) * | 2020-10-20 | 2021-01-01 | 李强 | Method for starting and trial tunneling of tunnel shield crossing river |
-
2021
- 2021-10-27 CN CN202111258363.1A patent/CN114062596A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103913289A (en) * | 2012-12-31 | 2014-07-09 | 同济大学 | Simulating system used for shield tunnel synchronous grouting test and test method thereof |
| CN107831073A (en) * | 2017-11-02 | 2018-03-23 | 中山大学 | Shield-tunneling construction synchronous grouting experimental rig and test method |
| CN112160759A (en) * | 2020-10-20 | 2021-01-01 | 李强 | Method for starting and trial tunneling of tunnel shield crossing river |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114810106A (en) * | 2022-03-31 | 2022-07-29 | 北京交通大学 | High-water-pressure multi-shield tail brush dynamic sealing failure water burst and soil bursting experiment platform and method |
| CN114720641A (en) * | 2022-04-18 | 2022-07-08 | 西南交通大学 | Test device and test method for buoyancy dissipation characteristics of subway shield synchronous grouting |
| CN114720641B (en) * | 2022-04-18 | 2023-06-02 | 西南交通大学 | Device and method for testing buoyancy dissipation characteristics of subway shield synchronous grouting material |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Ding et al. | Development and application of the integrated sealant test apparatus for sealing gaskets in tunnel segmental joints | |
| Zhang et al. | Three-dimensional finite-element analysis on ground responses during twin-tunnel construction using the URUP method | |
| Li et al. | Collapsible characteristics of loess tunnel site and their effects on tunnel structure | |
| CN106950070B (en) | Experimental rig for rectangular top pipe jacking construction Whole Process Simulation | |
| Zhang et al. | Ground and tunnel responses induced by partial leakage in saturated clay with anisotropic permeability | |
| Han et al. | Pressures on the lining of a large shield tunnel with a small overburden: a case study | |
| CN102306225A (en) | Method for simulating construction course and tunnel deformation influence value of multiline overlapping tunnel | |
| CN205975649U (en) | Freezing pipe curtain steel pipe supporting construction | |
| CN114062596A (en) | In-situ test device and test method for simultaneous grouting in shield construction | |
| CN106596268B (en) | A kind of multi-water immersion working condition simulation test model box and test method | |
| Fang et al. | Shallow tunnel construction with irregular surface topography using cross diaphragm method | |
| CN103915030A (en) | Underground engineering tunneling model test device with expanding and contracting function | |
| Zhou et al. | Causes and treatment measures of large deformation and failure of the box-frame channel above an under-construction underpass tunnel | |
| Deng et al. | Field monitoring of mechanical parameters of deep-buried jacketed-pipes in rock: Guanjingkou water control project | |
| CN116677453A (en) | Round TBM tunnel surrounding rock stability monitoring method and system | |
| Gao et al. | Influence of Benoto bored pile construction on nearby existing tunnel: A case study | |
| Wu et al. | Evaluation of segmental lining response during shield tunnel construction based on field measurements and 3D FEM simulation | |
| CN105257318A (en) | Safety protection method for tunnel structural deformation caused by lining local leakage | |
| Zhang et al. | A comparative numerical analysis of design variation plans for a shallow tunnel in very soft ground after a sudden accident | |
| CN202814388U (en) | Device for tunnel pipe shed support deformation testing | |
| Wang et al. | Study on the mechanism and rapid treatment method of leakage disease at the junction between the shaft and shield tunnel | |
| CN210738579U (en) | Test device for simulating shield to penetrate into hole of unfavorable stratum for grouting | |
| Tang et al. | Experimental study on pipe strength and field performance of pipe jacking TBM in deep-buried coal mines | |
| CN104074370B (en) | A kind of building with brick-concrete structure entirety cross the river shift method and special support changing device thereof | |
| Liu et al. | A Method for calculating jacking force of parallel pipes considering Soil Arching Effect and Pipe-Slurry-Soil Interaction |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| CB03 | Change of inventor or designer information |
Inventor after: Chen Peng Inventor after: Liu Sijin Inventor after: Shu Jicheng Inventor after: Xiao Mingqing Inventor after: Sun Xutao Inventor after: Wang Xianming Inventor after: Sun Changsong Inventor after: Zhou Hang Inventor before: Chen Peng Inventor before: Liu Sijin Inventor before: Shu Jicheng Inventor before: Sun Xutao Inventor before: Wang Xianming Inventor before: Sun Changsong Inventor before: Zhou Hang |
|
| CB03 | Change of inventor or designer information | ||
| TA01 | Transfer of patent application right |
Effective date of registration: 20230615 Address after: No. 120, Xinpu Road, Jiangpu street, Pukou District, Nanjing City, Jiangsu Province Applicant after: CHINA RAILWAY 14TH BUREAU GROUP SHIELD ENGINEERING Co.,Ltd. Applicant after: SOUTHWEST JIAOTONG University Applicant after: CHINA RAILWAY SIYUAN SURVEY AND DESIGN GROUP Co.,Ltd. Address before: No. 120, Xinpu Road, Jiangpu street, Pukou District, Nanjing City, Jiangsu Province Applicant before: CHINA RAILWAY 14TH BUREAU GROUP SHIELD ENGINEERING Co.,Ltd. Applicant before: SOUTHWEST JIAOTONG University |
|
| TA01 | Transfer of patent application right |