CN110005441B - Segment lining grouting system and method based on externally embedded channel and stretchable bag - Google Patents
Segment lining grouting system and method based on externally embedded channel and stretchable bag Download PDFInfo
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- CN110005441B CN110005441B CN201910317110.3A CN201910317110A CN110005441B CN 110005441 B CN110005441 B CN 110005441B CN 201910317110 A CN201910317110 A CN 201910317110A CN 110005441 B CN110005441 B CN 110005441B
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- 238000000034 method Methods 0.000 title claims abstract description 38
- 239000002002 slurry Substances 0.000 claims abstract description 103
- 238000009792 diffusion process Methods 0.000 claims abstract description 69
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 12
- 239000002689 soil Substances 0.000 claims abstract description 7
- 239000011440 grout Substances 0.000 claims description 34
- 239000004567 concrete Substances 0.000 claims description 15
- 230000002093 peripheral effect Effects 0.000 claims description 13
- 230000005641 tunneling Effects 0.000 claims description 9
- 238000007789 sealing Methods 0.000 claims description 7
- 238000006073 displacement reaction Methods 0.000 claims description 4
- 240000007643 Phytolacca americana Species 0.000 claims description 3
- 238000004891 communication Methods 0.000 claims description 3
- 210000001503 joint Anatomy 0.000 claims description 3
- 239000003673 groundwater Substances 0.000 abstract description 10
- 230000007547 defect Effects 0.000 abstract description 3
- 239000000463 material Substances 0.000 description 9
- 229910000831 Steel Inorganic materials 0.000 description 7
- 239000010959 steel Substances 0.000 description 7
- 238000010276 construction Methods 0.000 description 4
- 230000008901 benefit Effects 0.000 description 3
- 238000009826 distribution Methods 0.000 description 3
- 238000002347 injection Methods 0.000 description 3
- 239000007924 injection Substances 0.000 description 3
- 239000007788 liquid Substances 0.000 description 3
- 229920002943 EPDM rubber Polymers 0.000 description 2
- 238000005266 casting Methods 0.000 description 2
- 239000004568 cement Substances 0.000 description 2
- 230000009977 dual effect Effects 0.000 description 2
- 230000007613 environmental effect Effects 0.000 description 2
- 230000001788 irregular Effects 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 239000002245 particle Substances 0.000 description 2
- 239000011435 rock Substances 0.000 description 2
- 238000007711 solidification Methods 0.000 description 2
- 230000008023 solidification Effects 0.000 description 2
- 239000011800 void material Substances 0.000 description 2
- 210000004556 brain Anatomy 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 239000012895 dilution Substances 0.000 description 1
- 238000010790 dilution Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 229920001971 elastomer Polymers 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 230000001502 supplementing effect Effects 0.000 description 1
- 230000001360 synchronised effect Effects 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/08—Lining with building materials with preformed concrete slabs
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- 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
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Mining & Mineral Resources (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention relates to a duct piece lining grouting system and a duct piece lining grouting method based on an externally embedded channel and an extendability pocket, wherein the duct piece lining grouting system comprises a tunnel structure formed by splicing duct pieces through lining, a grouting hole serving as a hoisting hole is pre-embedded in the central part of the duct piece lining, a transverse and longitudinal externally embedded channel is arranged on the outer cambered surface of the duct piece lining, a slurry diffusion main channel is arranged along the circumferential direction of the duct piece, a slurry diffusion secondary channel is arranged along the longitudinal direction of the tunnel, and the slurry diffusion main channel is connected with the grouting hole; the embedded channel is an embedded channel, a high-extensibility bag is arranged in the embedded channel, and slurry injected through the grouting holes can only flow within the limit range of the bag. The method has more remarkable significance on the water-rich and large-grain-size pebble soil stratum, can effectively solve the defect that slurry corresponding to the conventional grouting process is diluted by groundwater or lost to surrounding loose stratum under the condition of overdrawing or disturbance of the stratum, realizes effective filling of a shield tail gap three-dimensional annular space, ensures effective contact between a tunnel and the surrounding stratum, and realizes stable tunnel structure and safe surrounding environment.
Description
Technical Field
The invention belongs to the technical field of tunnel engineering, and particularly relates to a segment lining grouting system and method based on an externally embedded channel and an extendability bag.
Background
For the underground tunnel engineering of each large city in China at present, due to the influence of stratum particles with different particle sizes and groundwater with certain pressure in stratum and due to geological structure and human activity, shield tunneling can form shield tail gaps with different shapes and irregular distribution, after grout under the conventional grouting process condition is injected into the shield tail gaps, the grout is easily diluted by groundwater and taken away by flowing groundwater before solidification, and the grout leakage field of local areas is caused, so that the grout runs off and surrounding loose stratum are caused, the shield tail gaps cannot be effectively filled, particularly tunnel vault areas, local gaps which are not filled in place around a tunnel gradually develop upwards to form stratum cavities under the influence of external factors such as ground vehicle vibration load, underground water level fluctuation and the like, and the existence of the stratum cavities leads to threat of tunnel structures and stratum stability, so that the safety of surrounding environment is influenced. Is a great control factor for urban rail traffic engineering with extremely severe requirements for environmental protection. Based on stratum characteristics and the current grouting technical level of a shield tunnel, the conventional grouting process cannot meet the requirement of effectively filling a shield tail gap three-dimensional annular space, is unfavorable for tunnel structure stability and environmental protection, is unfavorable for engineering investment control, and has more and more obvious defects along with the increasing of the construction scale of shield-structure tunnels nationwide.
Disclosure of Invention
The invention aims to provide a segment lining grouting system and method based on an externally embedded channel and an extendability pocket, which realize that a three-dimensional annular space of a shield tail gap of a shield tunnel of a water-rich large-grain-size stratum is effectively filled with slurry, ensure effective contact between the shield tunnel and a peripheral stratum to the greatest extent, realize stable tunnel structure and the peripheral stratum and ensure safety of the peripheral environment.
The technical scheme adopted by the invention is as follows:
duct piece lining grouting system based on embedded passageway and stretch bag, include the tunnel structure who comprises duct piece lining, its characterized in that:
grouting holes serving as hoisting holes are pre-buried in the central part of the duct piece lining, a transverse and longitudinal externally embedded channel is arranged on the outer cambered surface of the duct piece lining, a slurry diffusion main channel is arranged along the circumferential direction of the duct piece, a slurry diffusion secondary channel is arranged along the longitudinal direction of the tunnel, and the slurry diffusion main channel is directly connected with the grouting holes;
The embedded channel adopts an embedded channel, and a bag with high extensibility is arranged in the embedded channel.
A plain concrete layer is arranged between the end part of the grouting hole and the embedded channel, a grouting pipe with a check valve is inserted into the grouting hole during grouting, and instant grouting and secondary grouting are performed after the plain concrete layer is poked.
The bag is pressed in the embedded channel in a layered manner, and the upper surface of the bag is not higher than the height of the opening of the embedded channel.
When the segment lining assembled into a ring is separated from the shield tail, a shield tail gap is formed between the segment lining and the stratum around the segment lining;
The shield tail gap is filled with slurry closely at the first time when the segment lining is separated from the shield tail, and then grouting and filling are further carried out in a secondary slurry supplementing mode when the segment lining is separated from the shield tail.
The segment lining of the tunnel structure comprises a top sealing block, adjacent blocks at two sides of the top sealing block and standard blocks at the rest part, and is longitudinally spliced after being assembled in a circumferential direction; each segment is provided with a ring longitudinal bolt hole and a hand hole, and the bolt holes penetrate through the hand holes of the lining of the adjacent segments at two sides of the joint;
The slurry diffusion main channels of the circular adjacent segment linings are in butt joint communication, and the stretching bags in the longitudinal slurry diffusion main channels and the secondary channels are fully stretched under the action of grouting pressure to fully fill the gaps of the shield tails.
A segment lining grouting method based on an externally embedded channel and an extensional sac is characterized in that:
the method comprises the following steps:
Step one: the high-extensibility bags are pressed and distributed in the embedded channels in a layered manner, the embedded channels are arranged on the duct piece mold based on the number and position requirements of the transverse and longitudinal slurry diffusion channels, and the embedded channels are fully fixed by adopting a clamp, so that the requirement that displacement or deformation does not occur during pouring of the duct piece lining is met;
step two: grouting holes are pre-embedded, a segment lining is poured, and a slurry diffusion main channel and a slurry diffusion secondary channel which are distributed transversely and longitudinally are formed behind the segment lining;
Step three: conveying the segment lining to the site, and tunneling and segment assembly to form a shield tunnel lining structure;
step four: the segment lining assembled into a ring is separated from the shield tail, and a shield tail gap is formed between the segment lining and the peripheral stratum;
Step five: when the segment lining is separated from the shield tail to form a shield tail gap, instant grouting is carried out through a grouting pipe with a grout stop valve at the first time, grout flows along a grout diffusion main channel, a bag in the grout diffusion main channel is gradually expanded in the grout flow process, and simultaneously the grout gradually flows to a grout diffusion secondary channel, and the bag in the grout diffusion secondary channel is gradually expanded;
step six: through continuous grouting, under the protection and restriction of the bag, the slurry cannot flow at will, can only be limited in the extension range of the bag, cannot be diluted by groundwater, cannot flow into the peripheral stratum, and cannot generate local slurry leakage;
Step seven: along with initial setting and final setting of the slurry, the volume of the slurry is reduced, secondary grouting is timely carried out, the shield tail gap in a limited range is ensured to be completely filled, and the stability of stratum around the tunnel can be ensured.
The grouting holes are synchronously pre-buried by adopting threaded sleeves during the casting of the segment lining.
The grouting pipe with the check valve is adopted to poke a plain concrete layer and then instant grouting is carried out, the maximum grouting pressure is controlled to be 1.5-2 times of the stratum water-soil pressure at the vault of the tunnel, and grouting disturbance and local expansion of a bag are reduced to the greatest extent;
In the process of carrying out instant grouting or secondary grouting through the grouting pipe, the slurry diffusion channel has small volume, so a high-pressure intermittent grouting mode is adopted, and the full expansion of the stretchable bag in the slurry diffusion channel is facilitated.
The maximum grouting amount of the slurry is controlled to be 1.1-1.2 times of the theoretical shield tail void volume.
The maximum distended volume of the capsular bag meets the requirement of 2 times the shield tail void volume.
The invention has the following advantages:
The invention provides a novel design concept of a shield tail gap three-dimensional annular gap grouting system of a shield tunnel, and enriches a water-rich stratum shield tunnel grouting method. Regardless of the stratum, the conventional grouting process has the defect that the shield tail building gap cannot be effectively filled, grouting is performed by adopting a mode that a duct piece extrados embedded channel (slurry diffusion channel) is combined with an extendability bag, the flowing of slurry in a limited space and the filling of the effective range of the three-dimensional annular gap of the shield tail gap can be met, the aim that the slurry cannot leak to the stratum beyond the shield tail gap is achieved, the requirements of tunnel structure safety and stratum stability are met, the slurry grouting amount is reduced to the greatest extent, and engineering investment is saved.
The shield tunnel duct piece lining, the built-in grouting holes, the duct piece outer cambered surface embedded channel, the built-in stretching bags and grouting pipes, steel, cement paste, waterproof concrete, mechanical equipment for grouting hole plugging treatment and the like related to grouting liquid and the like are all conventional materials (equipment), and the corresponding size is of a conventional type, so that the shield tunnel duct piece lining, the built-in grouting holes, the duct piece outer cambered surface embedded channel, the built-in stretching bags and the grouting pipes are convenient to process and manufacture; the arrangement of the pre-buried grouting pipe is corresponding to the pre-buried slurry diffusion main channel of the outer cambered surface of the duct piece; the slurry diffusion main channels distributed along the circumferential direction of the duct piece and the slurry diffusion secondary channels distributed along the longitudinal direction of the tunnel can realize the free flow of slurry in the channels, the high-extensibility bags arranged in the diffusion channels have the property of freely extending under the action of slurry pressure, and the number of the slurry diffusion channels and the extension degree of the bags should meet the requirement that the shield tail gaps are completely filled. And further, effective contact between the segment lining and the surrounding stratum is ensured, and combined bearing of the tunnel structure and the stratum (surrounding rock) is realized. The quality and risk management and control level of tunnel engineering are greatly improved, the method has higher economic benefit and social benefit, and has wide application prospects in engineering such as urban rail transit, railways, highways and the like.
Drawings
Fig. 1 is a transverse sectional layout view of a segment lining ring.
Fig. 2 is a front elevational view of a standard block.
Fig. 3 is an expanded view of the bottom surface of the standard block.
FIG. 4 is a sectional view of the section I-I (before grouting).
FIG. 5 is a sectional view I-I (after grouting).
In the figure, 1-segment lining, 2-grouting holes, 3-slurry diffusion main channels, 4-slurry diffusion secondary channels, 5-embedded channels, 6-bags, 7-grouting pipes, 8-stratum, 9-shield tail gaps, 10-slurry, 11-bolt holes and 12-hand holes.
Detailed Description
The present invention will be described in detail with reference to the following embodiments.
The invention relates to a duct piece lining grouting system based on an externally embedded channel and an extendability bag, which comprises a tunnel structure formed by a duct piece lining 1, wherein a grouting hole 2 which is also used as a hoisting hole is pre-embedded in the central part of the duct piece lining 1, an externally cambered surface of the duct piece lining 1 is provided with a transverse and longitudinal externally embedded channel, a slurry diffusion main channel 3 is arranged along the circumferential direction of the duct piece, a slurry diffusion secondary channel 4 is arranged along the longitudinal direction of the tunnel, and the slurry diffusion main channel 3 is connected with the grouting hole 2. The segment lining 1 of the tunnel structure comprises a top sealing block, adjacent blocks at two sides of the top sealing block and standard blocks at the rest part in the circumferential direction, and is longitudinally spliced after being assembled in the circumferential direction; the slurry diffusion main channels 3 of the adjacent circular segment linings 1 are in butt joint communication, and after the longitudinal slurry diffusion main channels 3 of the circular segment and the stretchable bags 6 in the secondary channels 4 are fully stretched under the action of grouting pressure, the shield tail gaps 9 can be fully filled. . The embedded channel adopts an embedded channel 5, a bag 6 with high extensibility is arranged in the embedded channel 5, and the bag 6 is pressed in the embedded channel 5 in a layered manner.
The arrangement of the slurry diffusion primary channels 3 and the number of slurry diffusion secondary channels 4 are considered in agreement with the effective coverage of the bladder 6 after full expansion.
A plain concrete layer with a certain thickness is arranged between the end part of the grouting hole 2 and the embedded channel 5, a grouting pipe 7 with a check valve is inserted into the grouting hole 2 during grouting, and instant grouting is performed after the plain concrete layer is poked.
When the segment lining 1 assembled into a ring is separated from the shield tail, a shield tail gap 9 is formed between the segment lining 1 and the surrounding stratum 8, and the space is completely filled by the slurry 10.
The segment lining grouting method based on the embedded channel and the stretchable bag comprises the following steps of:
Step one: the high-extensibility bags 6 are pressed and distributed in the embedded channels 5 in a layered mode, the embedded channels 5 are arranged on the duct piece mold based on the number and position requirements of the transverse and longitudinal slurry diffusion channels, the embedded channels 5 are fully fixed by adopting a clamping apparatus, and the requirement that displacement or deformation does not occur during pouring of the duct piece lining 1 is met;
step two: grouting holes 2 are pre-buried, a segment lining 1 is poured, and a slurry diffusion main channel 3 and a slurry diffusion secondary channel 4 which are distributed transversely and longitudinally are formed behind the segment lining 1;
step three: transporting the segment lining 1 to the site, and tunneling and segment assembly to form a shield tunnel lining structure;
Step four: the segment lining 1 assembled into a ring is separated from the shield tail, and a shield tail gap 9 is formed between the segment lining 1 and the peripheral stratum 8;
step five: when the duct piece lining 1 is separated from the shield tail to form a shield tail gap 9, instant grouting is carried out through a grouting pipe 7 with a grout stop valve at the first time, grout 10 flows along the grout diffusion main channel 3, the bags 6 in the grout diffusion main channel 3 are gradually expanded in the grout 10 flowing process, and simultaneously the grout gradually flows to the grout diffusion secondary channel 4, and the bags 6 in the grout diffusion secondary channel 4 are gradually expanded;
Step six: by continuous grouting, under the protection and limitation of the bag 6, the slurry 10 cannot flow at will, can only flow within the extension range of the bag 6, cannot be diluted by groundwater, cannot flow into the surrounding stratum, and cannot cause local slurry leakage;
Step seven: along with the initial setting and final setting of the slurry 10, the volume of the slurry is reduced, and the secondary grouting is performed in time, so that the shield tail gap 9 with a limited range is ensured to be completely filled, and the stability of the stratum 8 around the tunnel can be ensured.
The grouting holes 2 are synchronously pre-embedded by threaded sleeves during pouring of the segment lining 1.
A plain concrete layer is arranged between the end part of the grouting hole 2 and the embedded channel 5, a grouting pipe 7 with a check valve is inserted into the grouting hole 2 during grouting, and instant grouting is performed after the plain concrete layer is poked.
The injection of the slurry 10 is controlled by the dual standard of the grouting amount and the grouting pressure, the maximum grouting amount is controlled to be 1.1-1.2 times of the volume of the theoretical shield tail gap 9, and the final grouting pressure takes the stratum water and soil pressure value as a reference. The extendability of the sac 6 needs to meet the requirement of gradual expansion under the action of grouting pressure, and meanwhile, the maximum expansion volume of the sac 6 in the main slurry diffusion channel 3 and the secondary slurry diffusion channel 4 at least meets the requirement of 2 times of the volume of the shield tail gap 9.
The maximum grouting pressure is controlled by 1.5-2 times of the water and soil pressure of the stratum at the tunnel vault, so that grouting disturbance and local expansion of the sac are reduced to the greatest extent.
In the process of instant grouting or secondary grouting through the grouting pipe 7, the slurry diffusion channel is small in volume, so that a high-pressure intermittent grouting mode is adopted, and the fully expanding of the stretchable bag 6 in the slurry diffusion channel is facilitated.
The fluidity and initial setting time of the slurry 10 need to meet the requirement that the bags 6 in the main channel and the secondary channel are gradually filled, expanded and filled in the tail gap 9, and meanwhile, the slurry solidifies and the volume is contracted to form a local gap, and secondary grouting is performed through the grouting pipe 7.
The architecture of the present invention will be described in further detail with reference to fig. 1-5:
the system comprises a tunnel structure formed by shield tunnel segment linings 1, is an assembled lining structure, each ring of segments is formed by assembling a plurality of segments, can be generally combined according to the modes of standard blocks, adjacent blocks and sealing top blocks, is provided with grouting holes 2 at the center of each segment, has the function of segment hoisting holes, and the grouting holes 2 are generally synchronously embedded by threaded sleeves during casting of the segment lining 1. The outer cambered surface of the duct piece is provided with an embedded channel 5, a circumferential slurry diffusion main channel 3 and a longitudinal slurry diffusion secondary channel 4 are formed, a high-extensibility bag 6 is embedded in the channel, and slurry is continuously injected through an embedded grouting hole 2 and a grouting pipe 7 with a check valve. The grouting holes 2 are aligned with the embedded channels 5 arranged on the outer cambered surface of the duct piece. The grouting pipe is formed by synchronously pouring a pre-buried channel 5 containing a bag 6, a grouting hole 2 with a check valve and a pipe lining. The size, the number and the volume and the stretching performance of the transverse and longitudinal slurry diffusion channels and the size and the stretching performance of the bags are required to meet the requirement that the three-dimensional annular gap of the shield tail gap 9 is effectively filled, and the overall stress and stratum stability requirements of the tunnel structure are met. The internal clearance size of the embedded channel 5 needs to meet the requirement of layering and compressing the bag 6 in the channel on one hand, and needs to meet the structural stress requirement of the segment lining 1 on the other hand (the surface height of the bag 6 is slightly lower than the height of the opening of the channel 5), so that the structural strength of the segment lining 1 cannot be obviously weakened and influenced. The embedded channels 5 comprising the bags 6 are effectively fixed on the duct piece mould, and are synchronously poured on the duct piece lining 1.
Under the restriction of the embedded channel 5 and the bag 6, the flowing range of the grout 10 in the shield tail gap 9 is restricted, meanwhile, the characteristics of the grout 10 are not influenced by the dilution of surrounding groundwater, the solidification time of the grout 10 is controllable (basically consistent with the indoor test condition), the effective contact between the stratum 8 and the segment lining 1 can be basically ensured, the stability of a tunnel structure and the stratum is met, and the aim of protecting the surrounding environment is fulfilled.
A plain concrete layer with the thickness of about 10mm exists between the embedded grouting holes 2 and the extrados embedded channels 5 in the duct piece lining 1, the stability of the position under the action of water and soil pressure of the outer stratum 8 before grouting needs to be met, and meanwhile, the grouting period also needs to be met, the grouting pipe 7 is convenient to poke for instant grouting after breaking, and the grout 10 is ensured to smoothly enter the bag 6. The other end of the pre-buried grouting hole 2 is directly connected with a shield tunnel synchronous grouting system, and instant grouting is performed at the first time when the segment lining 1 is separated from the tail of the shield.
The secondary grouting can be performed through the grouting holes 2 under the influence of volume shrinkage after the grouting liquid 10 is solidified, so that the shield tail gap 9 is completely filled, the stability of the segment lining 1 and the stratum 8 is ensured, and the safety of the surrounding environment is further ensured.
The injection of the slurry 10 is carried out by using the dual control standard of the grouting amount and the grouting pressure, the maximum grouting amount is controlled to be 1.1-1.2 times of the theoretical shield tail gap, and the final grouting pressure takes the water and soil pressure of the stratum as a reference.
The concrete construction steps are as follows:
step one: according to design requirements, the bags 6 are pressed and distributed in the channels in a layered mode, the channels 5 are pre-buried on the duct piece mould according to the directions and the number of the transverse and longitudinal slurry diffusion channels based on the number and the position requirements of the transverse and longitudinal slurry diffusion channels, the pre-buried channels 5 are fully fixed by adopting a clamp, and the requirement that displacement or deformation does not occur during pouring of the duct piece lining 1 is met;
Step two: pre-burying grouting holes 2 according to the requirements of shield tunnel duct piece manufacturing precision and structural durability, pouring duct piece lining 1, and forming a grout diffusion main channel and a grout diffusion secondary channel which are distributed transversely and longitudinally behind the duct piece lining 1;
Step three: according to the requirements of construction arrangement and site progress, conveying the segment lining 1 to the site, and tunneling and segment assembly to form a shield tunnel lining structure;
Step four: the segment lining 1 assembled into a ring is separated from the shield tail, and a shield tail gap 9 is formed between the segment lining 1 and the peripheral stratum 8;
Step five: when the segment lining 1 is separated from the shield tail to form a shield tail gap 9, instant grouting is carried out through a grouting pipe 7 with a grouting valve at the first time, slurry 10 flows along the diffusion main channel 3, the bags 6 in the main channel are gradually expanded in the flowing process of the grouting 10, and meanwhile, the slurry gradually flows to the secondary diffusion channel and the bags 6 in the secondary diffusion channel are gradually expanded;
Step six: through continuous grouting, the slurry 10 is injected into the shield tail gap 9, and under the protection and restriction of the bag 6, the slurry 10 cannot flow at will, can only flow in the extension range of the bag 6, cannot be diluted by groundwater, cannot flow into the peripheral stratum, and cannot cause local slurry leakage;
step seven: along with the initial setting and final setting of the slurry 10, the volume of the slurry is reduced, and the secondary grouting is timely carried out according to the slurry material property, so that the shield tail gap 9 with a limited range can be completely filled, and the stability of the stratum 8 around the tunnel can be ensured.
The shield tail gap 9 formed during the tunneling of the shield tunnel often forms irregularly distributed gaps due to shield turning or stratum overexcavation, meanwhile, injected slurry can be taken away by groundwater sparsely or flowing groundwater, and grouting pressure distribution is unbalanced, the surrounding stratum of the shield tail gap 9 can be further disturbed in the grouting process, so that the loss of slurry or the slurry leakage site can be aggravated, the limited three-dimensional space of the shield tail gap 9 cannot be effectively filled, and the limited space of the shield tail gap 9 can be timely filled through timely injection of slurry 10 in the stretchable bag 6, so that the back compaction of the lining segment 1, the tunnel structure and the stability of the surrounding stratum 8 are ensured.
The shield tunnel tunneling of the large-grain-size sandy pebble stratum forms shield tail building gaps with different shapes and irregular distribution, slurry is diluted by underground water, taken away by flowing underground water, slurry leakage in a local stratum or an overdrawing area is common, slurry diffusion channels formed by pre-buried channels and the extension bags are used for grouting in a limited range, effective filling of the shield tail gaps in the limited range can be achieved, further the shield tail gaps are guaranteed to be filled with slurry, and effective contact between a tunnel structure and the stratum (surrounding rock) is achieved.
The shield tunneling, segment assembly, grouting construction and the like are all conventional processes, and the related segment lining and other auxiliary facilities are conventional mechanical equipment; the embedded channel 5, the stretchable bag 6, the steel bars, the waterproof concrete, the steel templates, the waterproof materials, the grouting pipes 7 and the like which are adopted by grouting are all conventional materials, the stressed steel bars adopt three-level anti-seismic steel bars, the waterproof concrete generally adopts P10 or P12, and the steel templates adopt Q235 steel; the embedded channel arranged on the outer arc surface of the segment lining 1 is made of high-hardness corrosion-resistant rubber material, and the embedded stretchable brain bag is made of high-elasticity PVC material.
The pipe lining (C50 waterproof reinforced concrete), joint waterproof material (ethylene propylene diene monomer EPDM), pipe bolt (M30) and grouting material (single-liquid cement slurry) involved in the shield tunnel tunneling process are conventional technology and conventional material, and the sleeve for pre-burying the grouting holes 2 in the pipe lining pouring process adopts a PVC pipe.
The slurry 10 flows and fills in the transverse and longitudinal diffusion channels and the stretchable bags 6, can not be influenced by the pressure of underground water, can not run slurry to the peripheral stratum 8, realizes the effective filling of the slurry 10 in the range of the shield tail gap 8 to the greatest extent, can realize the theoretical grouting amount to the greatest extent, can realize the close contact between the segment lining 1 and the peripheral stratum 8, realizes the stability of the stratum 8 and the safety of the peripheral environment, can also save the grouting amount to the greatest extent, and saves engineering investment.
The content of the invention is not limited to the examples listed, and any equivalent transformation to the technical solution of the invention that a person skilled in the art can take on by reading the description of the invention is covered by the claims of the invention.
Claims (7)
1. A segment lining grouting method based on an externally embedded channel and an extensional sac is characterized in that:
the method comprises the following steps:
Step one: the high-extensibility bags (6) are pressed and distributed in the embedded channels (5) in a layered mode, the embedded channels (5) are arranged on a duct piece mold based on the number and position requirements of transverse and longitudinal slurry diffusion channels, the embedded channels (5) are fully fixed by adopting a clamping apparatus, and the requirement that displacement or deformation does not occur during pouring of the duct piece lining (1) is met;
step two: grouting holes (2) are pre-buried, a segment lining (1) is poured, and a slurry diffusion main channel (3) and a slurry diffusion secondary channel (4) which are distributed transversely and longitudinally are formed behind the segment lining (1);
Step three: transporting the segment lining (1) to the site, and tunneling and segment assembly to form a shield tunnel lining structure;
step four: the segment lining (1) assembled into a ring is separated from the shield tail, and a shield tail gap (9) is formed between the segment lining (1) and the peripheral stratum (8);
Step five: when the segment lining (1) is separated from the shield tail to form a shield tail gap (9), instant grouting is carried out through a grouting pipe (7) with a grout stop valve at the first time, grout (10) flows along a grout diffusion main channel (3), in the flowing process of the grout (10), a sac (6) in the grout diffusion main channel (3) is gradually expanded, meanwhile, the grout gradually flows to a grout diffusion secondary channel (4), and the sac (6) in the grout diffusion secondary channel (4) is gradually expanded;
step six: through continuous grouting, under the protection and limitation of the bag (6), the slurry (10) cannot flow at will and can only be limited in the extension range of the bag (6), so that the slurry cannot be diluted by underground water, cannot flow into peripheral stratum, and cannot cause local slurry leakage;
step seven: along with initial setting and final setting of the slurry (10), the volume of the slurry is reduced, secondary grouting is performed in time, the shield tail gap (9) with a limited range is ensured to be completely filled, and the stability of the stratum (8) around the tunnel can be ensured;
The grouting pipe (7) with a check valve is adopted to poke a plain concrete layer and then instant grouting is carried out, the maximum grouting pressure is controlled by 1.5-2 times of the stratum water-soil pressure at the tunnel vault, and grouting disturbance and local expansion of a sac are reduced to the greatest extent;
In the process of carrying out instant grouting or secondary grouting through the grouting pipe (7), the slurry diffusion channel is small in volume, so that a high-pressure intermittent grouting mode is adopted, and the full expansion of the stretchable bag (6) in the slurry diffusion channel is facilitated.
2. The segment lining grouting method based on the embedded channel and the stretchable pocket according to claim 1, wherein the method comprises the following steps:
the grouting holes (2) are synchronously pre-buried by threaded sleeves during pouring of the segment lining (1).
3. The segment lining grouting method based on the embedded channel and the stretchable pocket as claimed in claim 2, wherein the method comprises the following steps:
The maximum grouting amount of the slurry (10) is controlled to be 1.1-1.2 times of the volume of the theoretical shield tail gap (9).
4. A segment lining grouting method based on an embedded channel and a stretchable pocket according to claim 3, wherein the method comprises the following steps:
The maximum expansion volume of the sac (6) meets the requirement of 2 times of the volume of the shield tail gap (9).
5. Grouting system constructed by a segment lining grouting method based on an externally embedded channel and a tensile pouch according to claim 1, comprising a tunnel structure composed of segment lining (1), characterized in that:
Grouting holes (2) which are also used as lifting holes are pre-buried in the central part of the duct piece lining (1), a transverse and longitudinal external embedded channel is arranged on the outer cambered surface of the duct piece lining (1), a slurry diffusion main channel (3) is arranged along the circumferential direction of the duct piece, a slurry diffusion secondary channel (4) is arranged along the longitudinal direction of the tunnel, and the slurry diffusion main channel (3) is directly connected with the grouting holes (2);
the embedded channel adopts an embedded channel (5), and a bag (6) with high extensibility is arranged in the embedded channel (5); the bag (6) is pressed in the embedded channel (5) in a layered manner, and the upper surface of the bag (6) is not higher than the height of the opening of the embedded channel (5);
A plain concrete layer is arranged between the end part of the grouting hole (2) and the embedded channel (5), a grouting pipe (7) with a check valve is inserted into the grouting hole (2) during grouting, and instant grouting and secondary grouting are performed after the plain concrete layer is poked.
6. The grouting system constructed by the segment lining grouting method based on the embedded channel and the stretchable pocket as claimed in claim 5, wherein the grouting system is characterized in that:
When the segment lining (1) assembled into a ring is separated from the shield tail, a shield tail gap (9) is formed between the segment lining (1) and the surrounding stratum (8);
the shield tail gap (9) is filled with slurry (10) compactly at the first time when the segment lining (1) is separated from the shield tail, and then the secondary slurry filling mode is adopted for further grouting filling when the segment lining (1) is separated from the shield tail.
7. The grouting system constructed by the segment lining grouting method based on the embedded channel and the stretchable pocket as claimed in claim 6, wherein the grouting system comprises the following components:
The segment lining (1) of the tunnel structure comprises a top sealing block, adjacent blocks at two sides of the top sealing block and standard blocks of the rest parts, and is longitudinally spliced after being assembled in a circumferential direction; each segment is provided with a ring longitudinal bolt hole (11) and a hand hole (12), and the bolt holes (11) penetrate through the hand holes (12) of the adjacent segment linings (1) at two sides of the joint;
The slurry diffusion main channels (3) of the adjacent circular segment linings (1) are in butt joint communication, and the longitudinal slurry diffusion main channels (3) of the circular ring and the stretching bags (6) in the secondary channels (4) are fully filled with shield tail gaps (9) after being fully stretched under the action of grouting pressure.
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| CN112343082A (en) * | 2019-08-09 | 2021-02-09 | 张继红 | Real-time control method for displacement of protected object in underground engineering crossing process |
| CN111305871A (en) * | 2020-03-09 | 2020-06-19 | 南昌大学 | Telescopic grouting filling type shield segment soil supporting device and construction method |
| CN111305872B (en) * | 2020-03-10 | 2020-12-01 | 天津大学 | TBM shield tunnel segment and operation method thereof |
| CN112172030B (en) * | 2020-07-22 | 2023-03-17 | 中铁第一勘察设计院集团有限公司 | Wire outlet sleeve mold, wire outlet sleeve and processing method thereof |
| CN113802570A (en) * | 2021-08-30 | 2021-12-17 | 北京工业大学 | Circular foundation ditch steel corrugated plate-mould bag concrete supporting structure |
| CN113700504A (en) * | 2021-09-08 | 2021-11-26 | 安徽理工大学 | Tunnel lining pre-buried grouting pipeline system and grouting method thereof |
| CN114776323B (en) * | 2022-04-01 | 2023-04-11 | 成都未来智隧科技有限公司 | Method for controlling double compensation of stratum and stress loss of shield tunnel |
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