CN113074000A - Y-shaped tunnel grouting structure and matched grouting method - Google Patents
Y-shaped tunnel grouting structure and matched grouting method Download PDFInfo
- Publication number
- CN113074000A CN113074000A CN202110410489.XA CN202110410489A CN113074000A CN 113074000 A CN113074000 A CN 113074000A CN 202110410489 A CN202110410489 A CN 202110410489A CN 113074000 A CN113074000 A CN 113074000A
- Authority
- CN
- China
- Prior art keywords
- grouting
- grout
- parts
- liquid
- shaped
- 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.)
- Granted
Links
- 238000000034 method Methods 0.000 title claims abstract description 53
- 239000011440 grout Substances 0.000 claims abstract description 74
- 235000019353 potassium silicate Nutrition 0.000 claims abstract description 32
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims abstract description 32
- 239000011435 rock Substances 0.000 claims abstract description 28
- 239000004570 mortar (masonry) Substances 0.000 claims abstract description 27
- 230000005641 tunneling Effects 0.000 claims abstract description 20
- 239000007788 liquid Substances 0.000 claims description 49
- 238000007569 slipcasting Methods 0.000 claims description 32
- 239000002002 slurry Substances 0.000 claims description 27
- 239000002689 soil Substances 0.000 claims description 22
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 17
- 239000004568 cement Substances 0.000 claims description 16
- 239000010881 fly ash Substances 0.000 claims description 16
- 239000004576 sand Substances 0.000 claims description 16
- 230000001360 synchronised effect Effects 0.000 claims description 16
- 238000002347 injection Methods 0.000 claims description 9
- 239000007924 injection Substances 0.000 claims description 9
- 238000005507 spraying Methods 0.000 claims description 9
- 230000000694 effects Effects 0.000 abstract description 14
- 238000007667 floating Methods 0.000 abstract description 8
- 238000013461 design Methods 0.000 abstract description 4
- 238000009833 condensation Methods 0.000 abstract description 2
- 230000005494 condensation Effects 0.000 abstract description 2
- 239000010410 layer Substances 0.000 description 50
- 239000007921 spray Substances 0.000 description 13
- 238000010276 construction Methods 0.000 description 11
- 238000002360 preparation method Methods 0.000 description 6
- 239000011229 interlayer Substances 0.000 description 4
- 230000015271 coagulation Effects 0.000 description 3
- 238000005345 coagulation Methods 0.000 description 3
- 238000007689 inspection Methods 0.000 description 3
- 238000005070 sampling Methods 0.000 description 3
- 239000000243 solution Substances 0.000 description 3
- 238000007789 sealing Methods 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 241000446313 Lamella Species 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 239000013589 supplement Substances 0.000 description 1
Images
Classifications
-
- 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
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
- C04B28/24—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements containing alkyl, ammonium or metal silicates; containing silica sols
- C04B28/26—Silicates of the alkali metals
-
- 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
- E21D11/006—Lining anchored in the rock
-
- 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
- E21D11/08—Lining with building materials with preformed concrete slabs
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B2111/00—Mortars, concrete or artificial stone or mixtures to prepare them, characterised by specific function, property or use
- C04B2111/70—Grouts, e.g. injection mixtures for cables for prestressed concrete
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Chemical & Material Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Architecture (AREA)
- Ceramic Engineering (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Materials Engineering (AREA)
- Organic Chemistry (AREA)
- Inorganic Chemistry (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention belongs to the technical field of tunneling, and particularly relates to a Y-shaped tunnel grouting structure and a matched grouting method, wherein the Y-shaped tunnel grouting structure comprises the following components in sequence from a tunnel rock stratum to the inside: the grouting structure comprises a rock stratum, a grouting layer and a duct piece layer, wherein the grouting hole is formed in the duct piece layer, the grouting hole is used for outward grouting, the structural design is reasonable, two kinds of grout are sprayed through a grouting port in a Y shape and are well suitable for the top, the side and the bottom of a tunnel respectively, the grouting effect is good, the efficiency is high, the two kinds of grout are sprayed upwards and downwards through the grouting port in the Y shape respectively, the upwards sprayed grout is the grout mixed with mortar and water glass, the grouting structure has the advantages of being high in viscosity and short in condensation time, the back of the duct piece can be effectively filled, the strength is rapidly generated, the fixing effect is achieved on the duct piece structure, the duct piece floating is effectively inhibited, the grouting can be carried out by depending on existing equipment, the grouting cost is not increased, the grout utilization rate is high, the two grouting machines work simultaneously, the grouting time is.
Description
Technical Field
The invention relates to the technical field of tunnel tunneling, in particular to a Y-shaped tunnel grouting structure and a matched grouting method.
Background
The shield construction method is often applied to the excavation process of subway tunnels, and has the advantages of high construction speed, no influence of seasons, no influence of traffic and the like.
There is the space often between shield structure work progress well casing lamella and the ground layer, in order to prevent the surface subsidence, need the slip casting between section of jurisdiction layer and ground layer, in actual engineering, the researcher discovery, synchronous slip casting can't effectively fill section of jurisdiction back clearance, and the slip casting effect is poor, can't in time fix the tunnel section of jurisdiction, and the easy emergence floats on the section of jurisdiction and appears, destroys tunnel structure.
The conventional secondary grouting structure and method for the tunnel are not reasonable enough in arrangement. Vertical grouting holes are formed in the directions of 11 points and 1 point of the top of the duct piece for secondary grouting, so that a gap exists at the back of the duct piece, and the grouting effect is poor; the top grouting solves the problem that a gap exists at the back of the duct piece to a certain extent, but in the grouting process, the grout gradually rises from the bottom to the top, so that the grout is only available at the upper half part of the tunnel when the buoyancy of the grout on the duct piece rises to a certain extent, and the grouting method cannot solve the floating phenomenon of the duct piece; although the circumferential grouting method can inhibit the upward floating of the duct piece to a certain extent, the grouting efficiency is low, and the construction process is complicated. In view of the above situation, there is an urgent need to develop a tunnel grouting structure and method to overcome the shortcomings of the existing grouting application.
Disclosure of Invention
This section is for the purpose of summarizing some aspects of embodiments of the invention and to briefly introduce some preferred embodiments. In this section, as well as in the abstract and the title of the invention of this application, simplifications or omissions may be made to avoid obscuring the purpose of the section, the abstract and the title, and such simplifications or omissions are not intended to limit the scope of the invention.
The present invention has been made in view of the problems occurring in the background art described above.
Therefore, the invention aims to provide a Y-shaped tunnel grouting structure and a matched grouting method, the structural design is reasonable, two kinds of grout are sprayed through a Y-shaped grouting port and are respectively well suitable for the top, the side and the bottom of a tunnel, the grouting effect is good, the efficiency is high, the two kinds of grout are respectively sprayed upwards and downwards through the Y-shaped grouting port, the upwards sprayed grout is the grout formed by mixing mortar and water glass, the Y-shaped grouting structure has the characteristics of high viscosity and short setting time, the back of a duct piece can be effectively filled, the strength is quickly generated, the duct piece structure has a fixing effect, the upward floating of the duct piece is effectively inhibited, the Y-shaped tunnel grouting structure can be carried out by depending on the existing equipment, the grouting cost is not increased, the grout utilization rate is high, the two grouting machines work simultaneously, the grouting time is short, and the grouting pressure monitoring can be.
To solve the above technical problem, according to an aspect of the present invention, the present invention provides the following technical solutions:
a Y-shaped tunnel grouting structure and a matched grouting method thereof comprise the following steps: rock stratum, slip casting layer and section of jurisdiction layer, be equipped with the slip casting hole on the section of jurisdiction layer, the outside slip casting in slip casting hole, the rock stratum surface forms hard shell through synchronous slip casting form the slip casting layer between hard shell and the section of jurisdiction layer every section of jurisdiction layer top is provided with the symmetrical Y type slip casting preformed hole on intercommunication slip casting layer, Y type slip casting preformed hole has two pipelines of upwards and downward injection thick liquid, Y type slip casting preformed hole swing joint slip casting pipeline, the slip casting machine of injecting A liquid and B liquid respectively is connected to the other end of pipeline.
A Y-shaped tunnel grouting method is characterized by comprising the following steps:
step one, synchronous grouting, namely connecting a synchronous grouting device at the tail of a shield machine, synchronously jetting the grout A to a rock stratum in the tunneling process of the shield machine to form a shell on the surface of the rock stratum, wherein the injection pressure of the grout A is 6-8bar, and the grouting (jetting) amount is 1.5-2.5 cubic/ring to form the hard shell a;
secondly, secondary grouting, wherein when the shield machine digs to the front 3-5 ring positions in the tunneling process, secondary grouting is carried out through the Y-shaped grouting reserved pipeline, grout A is upwards sprayed to the Y-shaped grouting reserved pipeline, grout B is downwards sprayed to the Y-shaped grouting reserved pipeline, the grouting pressure of the grout A is 3-4bar, the grouting amount is 0.5-1.5 cubic/ring, and a mortar layer B is formed at the top of the tunnel; and the grouting pressure of the liquid B is 2-3bar, the grouting amount is 2-3.5 cubic/ring, and a mortar layer c is formed on the side surface and the bottom of the tunnel.
As a preferred scheme of the Y-shaped tunnel grouting structure and the matched grouting method, the invention comprises the following steps: the formula of the liquid A comprises 120 parts by weight of 100-90 parts by weight of cement, 70-90 parts by weight of fly ash, 20-30 parts by weight of expansive soil, 300 parts by weight of 100-100 parts by weight of fine sand, 50-100 parts by weight of water glass and 300 parts by weight of 200-parts by weight of water, and after mixing, the initial setting time of the slurry is controlled to be 5-10 minutes.
As a preferred scheme of the Y-shaped tunnel grouting structure and the matched grouting method, the invention comprises the following steps: the formula of the liquid B comprises 120 parts by weight of 100-plus cement, 50-60 parts by weight of fly ash, 20-30 parts by weight of expansive soil, 300 parts by weight of 100-plus fine sand and 300 parts by weight of 200-plus water, and after mixing, the initial setting time of the slurry is controlled to be 3-4 hours.
As a preferred scheme of the Y-shaped tunnel grouting structure and the matched grouting method, the invention comprises the following steps: the liquid B is stirred for 30-60 minutes before grouting.
As a preferred scheme of the Y-shaped tunnel grouting structure and the matched grouting method, the invention comprises the following steps: and the Y-shaped grouting reserved pipeline is provided with a separated feeding valve for respectively injecting the grout A and the grout B.
As a preferred scheme of the Y-shaped tunnel grouting structure and the matched grouting method, the invention comprises the following steps: the grouting pipeline for upwards spraying the liquid A is also connected with a mixing pipe in parallel, valves are arranged on the grouting pipeline and the mixing pipe, the tail end of the mixing pipe is connected with a water glass liquid bin, and a water glass pump is mounted on the mixing pipe.
As a preferred scheme of the Y-shaped tunnel grouting structure and the matched grouting method, the invention comprises the following steps: and pressure gauges are respectively arranged on the pipelines for spraying the liquid A and the liquid B.
Compared with the prior art: the invention has the beneficial effects that:
the grouting structure is reasonable in structural design, two kinds of grout are sprayed through the Y-shaped grouting openings and are respectively and well suitable for the top, the side and the bottom of a tunnel, the grouting effect is good, and the efficiency is high;
according to the grouting method matched with the grouting structure, the two kinds of slurry are respectively sprayed upwards and downwards through the Y-shaped grouting port, the slurry mixed by the mortar and the water glass is sprayed upwards, the grouting method has the characteristics of high viscosity and short setting time, the back of the duct piece can be effectively filled, the strength can be quickly generated, the fixing effect on the duct piece structure is realized, and the upward floating of the duct piece is effectively inhibited;
the grouting structure and the matched grouting method can be carried out by depending on the existing equipment, the grouting cost is not increased, the utilization rate of the grout is high, the two grouting machines work simultaneously, and the grouting time is short;
the pressure gauge is arranged on the grouting pipeline, so that the grouting pressure can be monitored, and the grouting quality is ensured.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the present invention will be described in detail with reference to the accompanying drawings and detailed embodiments, 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 to obtain other drawings without inventive exercise. Wherein:
FIG. 1 is a schematic structural view of a grouting structure of the present invention;
FIG. 2 is a schematic view of the tunnel structure of the present invention in a front view;
FIG. 3 is a process flow diagram of the grouting method of the invention.
In the figure: 1 pipe piece, 2Y-shaped reserved grouting holes, 3 grout outlet holes, 4 pipe piece layers, 5 hollow interlayers and 6 rock strata.
Detailed Description
In order to make the aforementioned objects, features and advantages of the present invention comprehensible, embodiments accompanied with figures are described in detail below.
In the following description, numerous specific details are set forth in order to provide a thorough understanding of the present invention, but the present invention may be practiced in other ways than those specifically described herein, and it will be apparent to those of ordinary skill in the art that the present invention may be practiced without departing from the spirit and scope of the present invention, and therefore the present invention is not limited to the specific embodiments disclosed below.
Next, the present invention will be described in detail with reference to the drawings, wherein for convenience of illustration, the cross-sectional view of the device structure is not enlarged partially according to the general scale, and the drawings are only examples, which should not limit the scope of the present invention. In addition, the three-dimensional dimensions of length, width and depth should be included in the actual fabrication.
In order to make the objects, technical solutions and advantages of the present invention more apparent, embodiments of the present invention will be described in detail with reference to the accompanying drawings.
The invention provides a Y-shaped tunnel grouting structure and a matched grouting method, the structural design is reasonable, two kinds of grout are sprayed out through a Y-shaped grouting opening and are respectively well suitable for the top, the side and the bottom of a tunnel, the grouting effect is good, the efficiency is high, the two kinds of grout are respectively sprayed upwards and downwards through the Y-shaped grouting opening, the upwards sprayed grout is the grout mixed by mortar and water glass, the Y-shaped grouting structure has the characteristics of high viscosity and short setting time, the back of a duct piece can be effectively filled, the strength can be quickly generated, the duct piece structure is fixed, the upward floating of the duct piece can be effectively inhibited, the Y-shaped tunnel grouting structure can be carried out depending on the existing equipment, the grouting cost is not increased, the grout utilization rate is high, the two grouting machines work simultaneously, the grouting time is short, the grouting pressure can be monitored, the grouting quality is ensured, and please refer to figure:
example 1: referring to fig. 1 and 2, a grouting structure in a tunneling process, in an embodiment of the present invention, includes:
the tunnel comprises a rock stratum 6, a grouting layer and a duct piece layer 4 from a tunnel rock stratum 6 to the inside in sequence, wherein a grouting hole is formed in the duct piece layer 4, grouting is conducted outwards through the grouting hole, a hard shell is formed on the surface of the rock stratum 6 through synchronous grouting, and the grouting layer is formed between the hard shell and the duct piece layer 4; a pair of Y-shaped grouting preformed holes 2 communicated with the grouting layer are formed in the positions, alpha is 30 degrees, of the top of each section of pipe sheet layer 4, and the Y-shaped grouting preformed holes 2 are provided with two pipelines for injecting grout upwards and downwards; the Y-shaped grouting preformed hole 2 sprays the liquid A upwards, and the Y-shaped grouting preformed hole 2 sprays the slurry B downwards; the Y-shaped grouting preformed hole 2 is movably connected with a grouting pipeline, and the other end of the pipeline is connected with a grouting machine for respectively injecting the liquid A and the liquid B;
wherein, a grout outlet 3 is arranged on the Y-shaped grouting preformed hole 2; a hollow interlayer 5 is arranged between the outlet of the slurry outlet hole 3 and the rock-soil layer 6.
And a separated feeding valve is arranged on the Y-shaped reserved grouting pipeline and is used for respectively injecting the grout A and the grout B.
The grouting pipeline for upwards spraying the slurry A is also connected with a mixing pipe in parallel, valves are arranged on the grouting pipeline and the mixing pipe, the tail end of the mixing pipe is connected with a water glass liquid bin, and a water glass pump is arranged on the mixing pipe.
And a pressure gauge is arranged on the grouting pipeline.
Two grouting machines for injecting grout a and grout B are mounted on a trailer of the tunneling apparatus during tunneling.
A grouting method using the grouting structure comprises the following specific steps:
(1) synchronous grouting, namely connecting a guniting device at the tail of a shield machine, synchronously spraying the grout A to the rock stratum 6 in the tunneling process of the shield machine to form a shell on the surface of the rock stratum 6, wherein the injection pressure of the grout A is 6-8bar, and the grouting amount is 2 cubic/ring to form the hard shell a;
(2) secondary grouting, wherein when the shield machine is driven to the front 5-ring position in the driving process, secondary grouting is started through the Y-shaped reserved grouting holes 2, the Y-shaped reserved grouting holes 2 spray grout A upwards and spray grout B downwards, the grouting pressure of the grout A is 3-4bar, the grouting amount is 1 cube/ring, and a mortar layer B is formed at the top of the tunnel; and B, forming a mortar layer c on the side surface and the bottom of the tunnel by using the liquid B for grouting, wherein the grouting pressure is 2-3bar, and the grouting amount is 3 cubic/ring.
The preparation method of the slurry A comprises the following steps: comprises 100 parts of cement: 70 parts of fly ash: 20 parts of expansive soil: 150 parts of fine sand: 50 parts of water glass: 200 parts of water, and the coagulation time of the slurry is 5 to 10 minutes after mixing.
The preparation method of the slurry B comprises the following steps of: comprises 100 parts of cement: 50 parts of fly ash: 20 parts of expansive soil: 150 parts of fine sand: 200 parts of water, and after mixing, the initial setting time is 3-4 hours, and the final setting time is 7-8 hours.
The slurry B should be stirred for 30-60 minutes before grouting.
In the embodiment, the mixing ratio of the liquid A is cement: fly ash: expansive soil: fine sand: water glass: 100 parts of water: 70: 20: 150: 50: 200, sampling on site, setting the mixing ratio for 5-10 minutes, and having good construction workability, wherein the mixing ratio of the liquid B is cement: fly ash: expansive soil: fine sand: 100 parts of water: 50: 20: 150: 200, the initial setting time of the mixing ratio is 3-4 hours, the final setting time is 7-8 hours, and the workability of construction is good.
The principle of the working method related by the invention is that mortar and water glass are sprayed to the rock-soil layer in the synchronous grouting process, the mortar and water glass are quickly condensed to form a hard shell, a grouting layer is formed between the shell and the duct piece 1, grouting is performed to the grouting layer through the Y-shaped grouting holes 2, the mortar and water glass are injected to the back of the duct piece 1, the strength is generated by quick condensation, the structure of the duct piece 1 is fixed, the duct piece 1 is inhibited from floating upwards, the mortar is injected to the side surface and the bottom of the duct piece 1, finally, a circle of mortar layer is formed to surround the duct piece 1, the gap between the duct piece layer 4 and the rock stratum.
In the specific construction, please refer to fig. three for the process flow, the working process is as follows:
1. synchronous grouting: the shield machine tunnels forwards, a guniting head is arranged at the shield tail in the circumferential direction, a tee joint is additionally arranged on the guniting head to be connected with a mortar grouting machine and a water glass grouting machine, mortar and water glass are uniformly sprayed to the rock-soil layer in the circumferential direction, and a hard shell is formed on the surface of the rock-soil layer.
2. Connecting secondary grouting pipelines: and the Y-shaped reserved grouting hole 2 is connected with a mortar grouting machine and a water glass grouting machine through an upward grouting port and a downward grouting port by utilizing a tee joint, and the Y-shaped reserved grouting hole 2 is connected with the mortar grouting machine through a downward grouting port.
3. Grouting control: opening a ball valve to start synchronous grouting when the shield starts tunneling, and injecting grout A, wherein the injection pressure is controlled to be 6-8bar, and the grouting amount is 2 cubic meters per ring; when the shield machine is driven to the front 5-ring position in the driving process, secondary grouting is carried out through the Y-shaped reserved grouting hole 2, the Y-shaped reserved grouting hole 2 sprays grout A upwards and grout B downwards, the grouting pressure of the grout A is controlled to be 3-4bar, and the grouting amount is 1 cubic/ring; the grouting pressure of the B liquid is controlled between 2 and 3bar, and the grouting amount is 3 cubic/ring.
4. On-site mix-proportion test and grouting record: in the grouting process of the Y-shaped reserved grouting holes 2, a field on-duty engineer of an engineering department guides grouting construction by a side station, grouting square amount and water glass amount are adjusted in time according to field actual conditions, a mixing ratio test is carried out on the field during grouting, mixing amount of water glass is adjusted in time, the on-duty engineer fills grouting records according to grouting conditions, a statistical table of grouting conditions of the duct piece 1 and floating conditions of the duct piece 1 is established, and later analysis and summary are facilitated.
5. And (3) grouting effect inspection: and after the Y-shaped grouting holes 2 are grouted, the grouting compactness can be checked once every 5 rings, the checking method can select the grouting holes of the segment 1 close to the top to open holes for checking, and if no mortar is found behind the wall of the segment 1 or the grouting effect is proved to be not to meet the requirement by running water, secondary grouting can be continued until the segment is full.
6. And (3) forced supplementary grouting after the segment wall: in order to enhance the grouting effect of the back lining of the duct piece 1 again, the tunneling is stopped at intervals of 10 rings to perform forced grout supplement, the grouting is generally performed behind the connecting bridge, mortar is adopted as the grout, a mortar grouting machine is directly adopted for grouting, if the grouting pressure is high, the grouting is stopped, and the grouting pressure is controlled according to 0.4 Mpa.
7. Sealing grouting holes: and after the grouting through the Y-shaped grouting holes 2 is finished, the grouting holes are blocked. When sealing hole, injecting mortar and water glass double liquid to seal hole, and increasing the injection amount of water glass properly.
Example 2: referring to fig. 1 and 2, a grouting structure in a tunneling process, in an embodiment of the present invention, includes:
the tunnel comprises a rock stratum 6, a grouting layer and a duct piece layer 4 from a tunnel rock stratum 6 to the inside in sequence, wherein a grouting hole is formed in the duct piece layer 4, grouting is conducted outwards through the grouting hole, a hard shell is formed on the surface of the rock stratum 6 through synchronous grouting, and the grouting layer is formed between the hard shell and the duct piece layer 4; a pair of Y-shaped grouting preformed holes 2 communicated with the grouting layer are formed in the position, with the angle alpha being 22.5 degrees, of the top of each section of pipe sheet layer 4, and the Y-shaped grouting preformed holes 2 are provided with two pipelines for injecting grout upwards and downwards; the Y-shaped grouting preformed hole 2 sprays the liquid A upwards, and the Y-shaped grouting preformed hole 2 sprays the slurry B downwards; the Y-shaped grouting preformed hole 2 is movably connected with a grouting pipeline, and the other end of the pipeline is connected with a grouting machine for respectively injecting the liquid A and the liquid B;
wherein, a grout outlet 3 is arranged on the Y-shaped grouting preformed hole 2; a hollow interlayer 5 is arranged between the outlet of the slurry outlet hole 3 and the rock-soil layer 6.
And a separated feeding valve is arranged on the Y-shaped reserved grouting pipeline and is used for respectively injecting the grout A and the grout B.
The grouting pipeline for upwards spraying the slurry A is also connected with a mixing pipe in parallel, valves are arranged on the grouting pipeline and the mixing pipe, the tail end of the mixing pipe is connected with a water glass liquid bin, and a water glass pump is arranged on the mixing pipe.
And a pressure gauge is arranged on the grouting pipeline.
Two grouting machines for injecting grout a and grout B are mounted on a trailer of the tunneling apparatus during tunneling.
A grouting method using the grouting structure comprises the following specific steps:
(1) synchronous grouting, namely connecting a guniting device at the tail of a shield machine, synchronously spraying the grout A to the rock stratum 6 in the tunneling process of the shield machine to form a shell on the surface of the rock stratum 6, wherein the injection pressure of the grout A is 6-8bar, and the grouting amount is 2 cubic/ring to form the hard shell a;
(2) secondary grouting, wherein when the shield machine is driven to the front 5-ring position in the driving process, secondary grouting is started through the Y-shaped reserved grouting holes 2, the Y-shaped reserved grouting holes 2 spray grout A upwards and spray grout B downwards, the grouting pressure of the grout A is 3-4bar, the grouting amount is 1 cube/ring, and a mortar layer B is formed at the top of the tunnel; and B, forming a mortar layer c on the side surface and the bottom of the tunnel by using the liquid B for grouting, wherein the grouting pressure is 2-3bar, and the grouting amount is 3 cubic/ring.
The preparation method of the slurry A comprises the following steps: comprises 100 parts of cement: 70 parts of fly ash: 20 parts of expansive soil: 150 parts of fine sand: 50 parts of water glass: 200 parts of water, and the coagulation time of the slurry is 5 to 10 minutes after mixing.
The preparation method of the slurry B comprises the following steps of: comprises 100 parts of cement: 50 parts of fly ash: 20 parts of expansive soil: 150 parts of fine sand: 200 parts of water, and after mixing, the initial setting time is 3-4 hours, and the final setting time is 7-8 hours.
The slurry B should be stirred for 30-60 minutes before grouting.
In the embodiment, the mixing ratio of the liquid A is cement: fly ash: expansive soil: fine sand: water glass: 100 parts of water: 70: 20: 150: 50: 200, sampling on site, setting the mixing ratio for 5-10 minutes, and having good construction workability, wherein the mixing ratio of the liquid B is cement: fly ash: expansive soil: fine sand: 100 parts of water: 50: 20: 150: 200, the initial setting time of the mixing ratio is 3-4 hours, the final setting time is 7-8 hours, and the workability of construction is good.
Through the slip casting effect inspection, it is effectual to discover the slip casting, and section of jurisdiction 1 back thick liquid is filled, and section of jurisdiction 1 does not have the come-up phenomenon.
Example 3: referring to fig. 1 and 2, a grouting structure in a tunneling process, in an embodiment of the present invention, includes:
the tunnel comprises a rock stratum 6, a grouting layer and a duct piece layer 4 from a tunnel rock stratum 6 to the inside in sequence, wherein a grouting hole is formed in the duct piece layer 4, grouting is conducted outwards through the grouting hole, a hard shell is formed on the surface of the rock stratum 6 through synchronous grouting, and the grouting layer is formed between the hard shell and the duct piece layer 4; a pair of Y-shaped grouting preformed holes 2 communicated with the grouting layer are formed in the position, with the angle alpha being 45 degrees, of the top of each section of pipe sheet layer 4, and the Y-shaped grouting preformed holes 2 are provided with two pipelines for injecting grout upwards and downwards; the Y-shaped grouting preformed hole 2 sprays the liquid A upwards, and the Y-shaped grouting preformed hole 2 sprays the slurry B downwards; the Y-shaped grouting preformed hole 2 is movably connected with a grouting pipeline, and the other end of the pipeline is connected with a grouting machine for respectively injecting the liquid A and the liquid B;
wherein, a grout outlet 3 is arranged on the Y-shaped grouting preformed hole 2; a hollow interlayer 5 is arranged between the outlet of the slurry outlet hole 3 and the rock-soil layer 6.
And a separated feeding valve is arranged on the Y-shaped reserved grouting pipeline and is used for respectively injecting the grout A and the grout B.
The grouting pipeline for upwards spraying the slurry A is also connected with a mixing pipe in parallel, valves are arranged on the grouting pipeline and the mixing pipe, the tail end of the mixing pipe is connected with a water glass liquid bin, and a water glass pump is arranged on the mixing pipe.
And a pressure gauge is arranged on the grouting pipeline.
Two grouting machines for injecting grout a and grout B are mounted on a trailer of the tunneling apparatus during tunneling.
A grouting method using the grouting structure comprises the following specific steps:
(1) synchronous grouting, namely connecting a guniting device at the tail of a shield machine, synchronously spraying the grout A to the rock stratum 6 in the tunneling process of the shield machine to form a shell on the surface of the rock stratum 6, wherein the injection pressure of the grout A is 6-8bar, and the grouting amount is 2 cubic/ring to form the hard shell a;
(2) secondary grouting, wherein when the shield machine is driven to the front 5-ring position in the driving process, secondary grouting is carried out through the Y-shaped reserved grouting holes, the Y-shaped reserved grouting holes 2 spray grout A upwards and spray grout B downwards, the grouting pressure of the grout A is 3-4bar, the grouting amount is 1 cube/ring, and a mortar layer B is formed at the top of the tunnel; and B, forming a mortar layer c on the side surface and the bottom of the tunnel by using the liquid B for grouting, wherein the grouting pressure is 2-3bar, and the grouting amount is 3 cubic/ring.
The preparation method of the slurry A comprises the following steps: comprises 100 parts of cement: 70 parts of fly ash: 20 parts of expansive soil: 150 parts of fine sand: 50 parts of water glass: 200 parts of water, and the coagulation time of the slurry is 5 to 10 minutes after mixing.
The preparation method of the slurry B comprises the following steps of: comprises 100 parts of cement: 50 parts of fly ash: 20 parts of expansive soil: 150 parts of fine sand: 200 parts of water, and after mixing, the initial setting time is 3-4 hours, and the final setting time is 7-8 hours.
The slurry B should be stirred for 30-60 minutes before grouting.
In the embodiment, the mixing ratio of the liquid A is cement: fly ash: expansive soil: fine sand: water glass: 100 parts of water: 70: 20: 150: 50: 200, sampling on site, setting the mixing ratio for 5-10 minutes, and having good construction workability, wherein the mixing ratio of the liquid B is cement: fly ash: expansive soil: fine sand: 100 parts of water: 50: 20: 150: 200, the initial setting time of the mixing ratio is 3-4 hours, the final setting time is 7-8 hours, and the workability of construction is good.
Through the slip casting effect inspection, it is effectual to discover the slip casting, and section of jurisdiction 1 back thick liquid is filled, and section of jurisdiction 1 does not have the come-up phenomenon.
While the invention has been described above with reference to an 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 various features of the disclosed embodiments of the invention may be used in any combination, provided that no structural conflict exists, and the combinations are not exhaustively described in this specification merely for the sake of brevity and resource conservation. Therefore, 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 (8)
1. A tunnel slip casting structure of Y style of calligraphy includes inwards in proper order from the tunnel rock stratum: rock stratum, slip casting layer and section of jurisdiction layer, be equipped with the slip casting hole on the section of jurisdiction layer, the outside slip casting in slip casting hole, its characterized in that, the rock stratum surface forms hard shell through synchronous slip casting form the slip casting layer between hard shell and the section of jurisdiction layer every section of jurisdiction layer top is provided with the symmetry Y type slip casting preformed hole on intercommunication slip casting layer, Y type slip casting preformed hole has two pipelines of upwards and downward injection thick liquid, Y type slip casting preformed hole swing joint slip casting pipeline, the slip casting machine of injecting A liquid and B liquid respectively is connected to the other end of pipeline.
2. A Y-shaped tunnel grouting method is characterized by comprising the following steps: step one, synchronous grouting, namely connecting a synchronous grouting device at the tail of a shield machine, synchronously jetting the grout A to a rock stratum in the tunneling process of the shield machine to form a shell on the surface of the rock stratum, wherein the injection pressure of the grout A is 6-8bar, and the grouting (jetting) amount is 1.5-2.5 cubic/ring to form the hard shell a;
secondly, secondary grouting, wherein when the shield machine digs to the front 3-5 ring positions in the tunneling process, secondary grouting is carried out through the Y-shaped grouting reserved pipeline, grout A is upwards sprayed to the Y-shaped grouting reserved pipeline, grout B is downwards sprayed to the Y-shaped grouting reserved pipeline, the grouting pressure of the grout A is 3-4bar, the grouting amount is 0.5-1.5 cubic/ring, and a mortar layer B is formed at the top of the tunnel; and the grouting pressure of the liquid B is 2-3bar, the grouting amount is 2-3.5 cubic/ring, and a mortar layer c is formed on the side surface and the bottom of the tunnel.
3. The Y-shaped tunnel grouting structure as claimed in claim 1, wherein the formula of the liquid A comprises, by weight, 120 parts of cement, 70-90 parts of fly ash, 20-30 parts of expansive soil, 300 parts of fine sand, 50-100 parts of water glass and 300 parts of water, and after mixing, the initial setting time of the slurry is controlled to be 5-10 minutes.
4. The Y-shaped tunnel grouting structure as claimed in claim 1, wherein the formula of the liquid B comprises, by weight, 120 parts of cement, 50-60 parts of fly ash, 20-30 parts of expansive soil, 300 parts of fine sand, 100 parts of water, and the initial setting time of the slurry is controlled to be 3-4 hours after mixing.
5. A Y-shaped tunnel grouting structure according to claim 1, wherein the B liquid is stirred for 30-60 minutes before grouting.
6. The Y-shaped tunnel grouting method according to claim 2, wherein a separated feeding valve is arranged on the Y-shaped grouting reserved pipeline, and the grout A liquid and the grout B liquid are respectively injected.
7. The Y-shaped tunnel grouting method as claimed in claim 2, wherein a mixing pipe is connected in parallel with the grouting pipe for injecting the liquid A upwards, valves are arranged on the grouting pipe and the mixing pipe, the tail end of the mixing pipe is connected with a water glass liquid bin, and a water glass pump is arranged on the mixing pipe.
8. The Y-shaped tunnel grouting method according to claim 2, wherein pressure gauges are respectively installed on the pipelines for spraying the liquid A and the liquid B.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110410489.XA CN113074000B (en) | 2021-04-16 | 2021-04-16 | Y-shaped tunnel grouting structure and matched grouting method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110410489.XA CN113074000B (en) | 2021-04-16 | 2021-04-16 | Y-shaped tunnel grouting structure and matched grouting method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN113074000A true CN113074000A (en) | 2021-07-06 |
| CN113074000B CN113074000B (en) | 2022-03-22 |
Family
ID=76617755
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110410489.XA Active CN113074000B (en) | 2021-04-16 | 2021-04-16 | Y-shaped tunnel grouting structure and matched grouting method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113074000B (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115012998A (en) * | 2022-06-24 | 2022-09-06 | 吉林大学 | Post-grouting method capable of realizing real-time grout supplement |
Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102425425A (en) * | 2011-12-26 | 2012-04-25 | 中铁四局集团有限公司 | Working face reinforcing structure in shield machine cabin as well as construction method and equipment thereof |
| CN103277110A (en) * | 2013-05-13 | 2013-09-04 | 中铁十四局集团有限公司 | Construction method of overlapped shield tunnel |
| CN104074530A (en) * | 2014-06-17 | 2014-10-01 | 中铁十五局集团有限公司 | Shield synchronous grouting construction method and construction material |
| CN106761837A (en) * | 2017-02-09 | 2017-05-31 | 中铁隧道集团有限公司 | Slip casting structure and supporting grouting method in tunnel excavating process |
| CN107842374A (en) * | 2017-10-12 | 2018-03-27 | 中铁十局集团城市轨道工程有限公司 | The new inert slurry of shield and combination grouting process for upper soft lower hard water rich strata |
| CN108716410A (en) * | 2018-05-21 | 2018-10-30 | 宁波大学 | Mechanical Method service channel high-strength elastic grouting behind shaft or drift lining slurries and grouting method |
| CN110159307A (en) * | 2019-05-16 | 2019-08-23 | 北京市政建设集团有限责任公司 | A kind of tunnel multilayer grouting process |
| CN111779495A (en) * | 2020-08-13 | 2020-10-16 | 中建八局轨道交通建设有限公司 | Construction method for restraining floating amount of shield tunnel segment |
| CN211974980U (en) * | 2020-04-27 | 2020-11-20 | 中交第二航务工程局有限公司 | Shield slurry injection system for inhibiting upward floating of duct piece |
-
2021
- 2021-04-16 CN CN202110410489.XA patent/CN113074000B/en active Active
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102425425A (en) * | 2011-12-26 | 2012-04-25 | 中铁四局集团有限公司 | Working face reinforcing structure in shield machine cabin as well as construction method and equipment thereof |
| CN103277110A (en) * | 2013-05-13 | 2013-09-04 | 中铁十四局集团有限公司 | Construction method of overlapped shield tunnel |
| CN104074530A (en) * | 2014-06-17 | 2014-10-01 | 中铁十五局集团有限公司 | Shield synchronous grouting construction method and construction material |
| CN106761837A (en) * | 2017-02-09 | 2017-05-31 | 中铁隧道集团有限公司 | Slip casting structure and supporting grouting method in tunnel excavating process |
| CN107842374A (en) * | 2017-10-12 | 2018-03-27 | 中铁十局集团城市轨道工程有限公司 | The new inert slurry of shield and combination grouting process for upper soft lower hard water rich strata |
| CN108716410A (en) * | 2018-05-21 | 2018-10-30 | 宁波大学 | Mechanical Method service channel high-strength elastic grouting behind shaft or drift lining slurries and grouting method |
| CN110159307A (en) * | 2019-05-16 | 2019-08-23 | 北京市政建设集团有限责任公司 | A kind of tunnel multilayer grouting process |
| CN211974980U (en) * | 2020-04-27 | 2020-11-20 | 中交第二航务工程局有限公司 | Shield slurry injection system for inhibiting upward floating of duct piece |
| CN111779495A (en) * | 2020-08-13 | 2020-10-16 | 中建八局轨道交通建设有限公司 | Construction method for restraining floating amount of shield tunnel segment |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115012998A (en) * | 2022-06-24 | 2022-09-06 | 吉林大学 | Post-grouting method capable of realizing real-time grout supplement |
Also Published As
| Publication number | Publication date |
|---|---|
| CN113074000B (en) | 2022-03-22 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104963334B (en) | Reinforced with slip casting freezing pipe and freeze the construction method that service channel suppresses frozen swell and melt settlement | |
| CN104790873B (en) | Soft rock layer jet is oriented to the integrated drilling method of the anti-collapse hole of pore-forming reaming | |
| CN107722954A (en) | A kind of sealing agent, leak stopping slurries and leak-blocking construction method for borehole wall fractures leakage | |
| CN205172598U (en) | Pipe curtain spouts a supporting construction soon | |
| CN104747075A (en) | Anti-collapsing drilling method for grout spraying of soft coal seam | |
| CN106761837B (en) | Slip casting structure and matched grouting method in tunnel excavating process | |
| CN105887886A (en) | Strong karst development stratum curtain grouting construction method | |
| CN114233385B (en) | Treatment method for mud-bursting water of inclined shaft | |
| CN107724953A (en) | The down-the-hole hammer reverse circulating drilling process construction method of Fluid Sealing | |
| CN110043190A (en) | A kind of method of construction of vertical well major diameter chamber | |
| CN101793154A (en) | Method for grouting for stopping up water by using geological parameters of tunnel surrounding rocks and setting relief holes | |
| CN113074000B (en) | Y-shaped tunnel grouting structure and matched grouting method | |
| CN110735642B (en) | Shield starting end head combined type reinforcing structure and construction method thereof | |
| CN114109442B (en) | Tunnel karst crushing belt sliding collapse half-section curtain progressive grouting reinforcement treatment method | |
| CN109578058B (en) | Method for improving gas extraction concentration of extraction borehole through auxiliary drilling | |
| CN215169870U (en) | A water installation is prevented gushing in drill way for horizontal directional drilling engineering geological survey | |
| CN106638606B (en) | A kind of quick grouting method of deep covering layer | |
| CN103114602B (en) | Foundation pit waterproof curtain achieving secondary melting mending through seepage dipping poly condensation bonding bodies and construction method | |
| CN114233374B (en) | Ground grouting construction method for reinforcing cavity collapse area of inclined shaft after mud burst and water burst | |
| CN111519626A (en) | Sleeve valve pipe reverse grouting method suitable for deep covering layer permanent curtain | |
| CN106968664A (en) | A kind of floor undulation destruction band deep drilling water filling detection method | |
| CN106593489A (en) | Difficult mining coal seam bottom plate thin layer limestone high-pressure strong aquifer karst fissure aggregate perfusion method | |
| CN206458480U (en) | Slip casting structure in tunnel excavating process | |
| CN105781580A (en) | Tunnel crack repair method | |
| CN110017155A (en) | A kind of coal working face top plate rich water gravel layer grouting and reinforcing erection water-proof method |
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 | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |