CN110878697A - Shield underwater receiving method next to urban main road in high-water-rich sandy gravel stratum - Google Patents
Shield underwater receiving method next to urban main road in high-water-rich sandy gravel stratum Download PDFInfo
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- CN110878697A CN110878697A CN201911261488.2A CN201911261488A CN110878697A CN 110878697 A CN110878697 A CN 110878697A CN 201911261488 A CN201911261488 A CN 201911261488A CN 110878697 A CN110878697 A CN 110878697A
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 115
- 238000000034 method Methods 0.000 title claims abstract description 41
- 238000007710 freezing Methods 0.000 claims abstract description 108
- 230000008014 freezing Effects 0.000 claims abstract description 108
- IJGRMHOSHXDMSA-UHFFFAOYSA-N Atomic nitrogen Chemical compound N#N IJGRMHOSHXDMSA-UHFFFAOYSA-N 0.000 claims abstract description 78
- 239000007788 liquid Substances 0.000 claims abstract description 41
- 229910052757 nitrogen Inorganic materials 0.000 claims abstract description 39
- 238000003860 storage Methods 0.000 claims abstract description 12
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- 239000002689 soil Substances 0.000 claims description 15
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- 238000012544 monitoring process Methods 0.000 claims description 12
- 230000008569 process Effects 0.000 claims description 11
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- 239000004567 concrete Substances 0.000 claims description 5
- 238000002347 injection Methods 0.000 claims description 5
- 239000007924 injection Substances 0.000 claims description 5
- 230000008018 melting Effects 0.000 claims description 5
- 238000002844 melting Methods 0.000 claims description 5
- 239000003507 refrigerant Substances 0.000 claims description 5
- 239000011150 reinforced concrete Substances 0.000 claims description 5
- 238000012360 testing method Methods 0.000 claims description 5
- 238000009434 installation Methods 0.000 claims description 4
- FAPWRFPIFSIZLT-UHFFFAOYSA-M Sodium chloride Chemical compound [Na+].[Cl-] FAPWRFPIFSIZLT-UHFFFAOYSA-M 0.000 claims description 3
- 239000011780 sodium chloride Substances 0.000 claims description 3
- 239000012267 brine Substances 0.000 description 7
- 239000004568 cement Substances 0.000 description 7
- 238000013461 design Methods 0.000 description 7
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- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 229910001209 Low-carbon steel Inorganic materials 0.000 description 2
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- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 2
- 238000009933 burial Methods 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
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- 230000002349 favourable effect Effects 0.000 description 1
- 239000007789 gas Substances 0.000 description 1
- 238000002309 gasification Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000000155 melt Substances 0.000 description 1
- 239000006072 paste Substances 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 238000007670 refining Methods 0.000 description 1
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- 238000011160 research Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/08—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield
-
- 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a shield underwater receiving method adjacent to an urban main road in a water-rich sandy gravel stratum, which comprises the following steps: the outer side of the diaphragm wall is vertically frozen by adopting liquid nitrogen, a continuous frozen wall is formed at the back of the hole door, and underground water is blocked; breaking the tunnel portal, and burying an annular liquid nitrogen freezing pipe in the diaphragm wall; building a temporary water retaining wall according to a set size by the receiving well to form a temporary water storage tank; and pulling out each freezing pipe to perform shield receiving. The method adopts a vertical freezing method to form the water-stop freezing wall outside the diaphragm wall, thereby providing safety guarantee for the opening breaking.
Description
Technical Field
The utility model belongs to the technical field of shield construction, in particular to a shield underwater receiving method close to an urban main road in a water-rich sandy gravel stratum.
Background
The urban rail transit line is more planned and laid below the municipal road, and the problems of rail transit planning and design of the urban main road parallel to the urban main road with busy traffic are more considered, construction safety, influence of construction on normal traffic and the like.
The shield construction is used as a main construction method for urban rail transit construction, has the characteristics of safe and efficient construction, has different risks under different hydrogeological conditions, and is one of important processes and one of major risk sources for shield construction. Before shield receiving under normal conditions, a reasonable reinforcing scheme is determined according to the hydrogeological condition of a shield receiving end, and precipitation measures are supplemented if necessary to ensure the safety of shield receiving.
Under the sandy cobble geological environment of high rich water, set up the subway station next to urban main road, very big having made things convenient for the resident to go out, be favorable to alleviating ground traffic pressure simultaneously. The method is characterized in that a plurality of pipelines such as high-voltage power pipelines, medium (high) pressure gas pipelines, high-pressure large-diameter tap water supply pipelines and the like are buried in urban main pipelines and the edges of the urban main pipelines, some pipelines need to be moved and changed under the influence of station construction, but some pipelines are difficult to move and change under the influence of pipeline importance and ground space, and the underground diaphragm wall of the station construction is adjacent to various important pipelines, so that great difficulty is brought to the reinforcement of a shield receiving end, shield receiving can not be reinforced according to a conventional method, and great construction risks are brought to shield receiving.
Disclosure of Invention
The purpose of the present disclosure is to overcome the deficiencies of the prior art, and to provide a shield underwater receiving method in a high water-rich stratum, which is close to an urban main road; the method adopts a vertical freezing method to form a water-stop freezing wall outside the diaphragm wall, and provides safety guarantee for tunnel portal breaking and shield receiving.
The invention aims to provide a shield underwater receiving method adjacent to an urban main road in a high water-rich sandy gravel stratum, which adopts the following technical scheme for realizing the aim:
the shield underwater receiving method in the high water-rich sandy gravel stratum close to the urban arterial road comprises the following steps:
the outer side of the diaphragm wall is vertically frozen by adopting liquid nitrogen, a continuous frozen wall is formed at the back of the hole door, and underground water is blocked;
breaking the tunnel portal, and burying an annular liquid nitrogen freezing pipe in the diaphragm wall;
building a temporary water retaining wall according to a set size by the receiving well to form a temporary water storage tank;
and pulling out each freezing pipe to perform shield receiving.
As a further technical scheme, when the liquid nitrogen is vertically frozen, holes are punched on the outer side of the underground diaphragm wall according to set requirements, vertical freezing pipes are arranged, refrigerant conveying pipelines are arranged, and the liquid nitrogen tank truck is arranged in a parking place.
As a further technical scheme, the vertical freezing pipes are arranged in a plurality of rows in a plum blossom shape.
As a further technical scheme, before the tunnel portal is broken, the position of the dewatering well is confirmed at the shield receiving end, underground pipelines are reasonably avoided, and dewatering well construction, water pump installation and water pumping tests are completed.
As a further technical scheme, before the tunnel portal is broken, encryption monitoring points are distributed at the receiving end of the shield, and the deformation condition of the tunnel portal during freezing, the deformation condition of the underground diaphragm wall and the ground settlement deformation condition during freezing, the ground settlement deformation during shield receiving and the pipeline settlement deformation are monitored.
As a further technical scheme, the step of breaking the portal is as follows: and after the freezing time reaches the freezing curtain circling time, detecting the portal exploration hole, and breaking the portal in a layered manner after the portal exploration hole meets the portal safety breaking requirement.
As a further technical scheme, the embedding process of the annular liquid nitrogen freezing pipe comprises the following steps: and breaking the diaphragm wall by a set distance, forming an annular groove on the diaphragm wall according to a set requirement, and embedding an annular liquid nitrogen freezing pipe in the annular groove.
As a further technical scheme, the construction process of the temporary water retaining wall comprises the following steps: and pouring a reinforced concrete temporary water retaining wall in the receiving well according to design requirements to form a temporary water storage tank, and pouring a shield to receive a concrete mortar base to provide shield receiving conditions.
As a further technical scheme, before the freezing pipe is pulled out, muddy water is backfilled into the temporary water storage tank; the shield is pushed to a position where the cutter head is away from the frozen soil wall by a set distance and is stopped freezing, the freezing pipe is unfrozen by adopting saline water, the freezing pipe in the cutter head excavation range is pulled out, mortar is filled into the freezing hole, and after the freezing pipe in the cutter head excavation range is completely pulled out, the shield machine can be pushed to pass through the freezing area.
As a further technical scheme, after the shield is received, the tunnel portal plugging is mainly performed by grouting, the grouting reaches the required strength, and after no water leakage exists through inspection, pumping drainage of water injection in the well and excavation and cleaning of backfill soil are performed, and then the melting and settling grouting is performed.
The beneficial effect of this disclosure does:
the method disclosed by the invention properly solves the problem of receiving the shield in the subway station adjacent to the urban main road, the receiving end is a sandy gravel stratum with high water content, and a plurality of important pipelines which are difficult to move and change are adjacent, the conventional end reinforcing method is difficult to meet the safety requirement of shield receiving, a water-stop freezing wall on the outer side of the underground diaphragm wall is formed by adopting a vertical freezing method, so that safety guarantee is provided for tunnel portal breaking, constructing a reinforced concrete temporary water pool in the receiving well, determining the water stopping level in the water pool according to the underground water level so as to balance the pressure of the underground water, meanwhile, the underground water level and the water pressure of the receiving end are adjusted through the auxiliary dewatering well, the receiving safety of the shield is guaranteed, the possible disastrous risks of shield receiving construction in a high water-rich sandy gravel stratum are avoided, the normal traffic order of the urban main road is guaranteed, and good economic benefits, social benefits and environmental benefits are obtained.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the application and, together with the description, serve to explain the application and are not intended to limit the application.
FIG. 1 is a flow chart of a shield underwater receiving process;
FIG. 2 is a schematic view of a standard section of a freezing tube;
FIG. 3 is a schematic view of the installation position of a liquid nitrogen freezing pipe;
FIG. 4 is a schematic view of a pool filled with muddy water;
FIG. 5 is a schematic view of a truck crane pulling out freeze pipe;
FIG. 6 is a schematic diagram of annular liquid nitrogen freezing tube grouting;
FIG. 7 is a partial schematic view of liquid nitrogen freeze tube grouting.
Detailed Description
It should be noted that the following detailed description is exemplary and is intended to provide further explanation of the disclosure. Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application belongs.
It is noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of example embodiments according to the present application. As used herein, the singular forms "a", "an", and/or "the" are intended to include the plural forms as well, and it should be understood that when the terms "comprises" and/or "comprising" are used in this specification, they specify the presence of stated features, steps, operations, devices, components, and/or combinations thereof;
for convenience of description, the words "up", "down", "left" and "right" in this disclosure, if any, merely indicate correspondence with up, down, left and right directions of the drawings themselves, and do not limit the structure, but merely facilitate description of the disclosure and simplify description, rather than indicate or imply that the referenced device or element must have a particular orientation, be constructed and operated in a particular orientation, and thus should not be construed as limiting the disclosure.
As described in the background art, the prior art has disadvantages, and in order to solve the technical problems, the present application provides a shield underwater receiving method in a highly water-rich sandy gravel stratum close to an urban main road.
The application provides a shield underwater receiving method adjacent to an urban arterial road in a high water-rich sandy gravel stratum, which comprises the following steps:
the outer side of the diaphragm wall is vertically frozen by adopting liquid nitrogen, a continuous frozen wall is formed at the back of the hole door, and underground water is blocked;
breaking the tunnel portal, and burying an annular liquid nitrogen freezing pipe in the diaphragm wall;
building a temporary water retaining wall according to a set size by the receiving well to form a temporary water storage tank;
and pulling out each freezing pipe to perform shield receiving.
When the liquid nitrogen is vertically frozen, holes are punched on the outer side of the underground diaphragm wall according to set requirements, vertical freezing pipes are arranged, refrigerant conveying pipelines are arranged, and the liquid nitrogen tank truck is placed.
The vertical freezing pipes are arranged in a plurality of rows and are distributed in a plum blossom shape.
Before the tunnel portal is broken, the position of the dewatering well is confirmed at the shield receiving end, construction of the dewatering well is completed, underground pipelines are reasonably avoided, a water pump is installed, and a water pumping test is carried out.
Before the tunnel portal is broken, encryption monitoring points are distributed at the receiving end of the shield, and the deformation condition of the tunnel portal during freezing, the deformation condition of the underground diaphragm wall and the ground settlement deformation condition during freezing, the ground settlement deformation during shield receiving and the pipeline settlement deformation are monitored.
The steps of breaking the tunnel portal are as follows: and after the freezing time reaches the freezing curtain circling time, detecting the portal exploration hole, and breaking the portal in a layered manner after the portal exploration hole meets the portal safety breaking requirement.
The embedding process of the annular liquid nitrogen freezing pipe comprises the following steps: and breaking the diaphragm wall by a set distance, forming an annular groove on the diaphragm wall according to a set requirement, and embedding an annular liquid nitrogen freezing pipe in the annular groove.
The building process of the temporary water retaining wall comprises the following steps: and constructing a reinforced concrete temporary water retaining wall in the receiving well according to a set size to form a temporary water storage tank, pouring a shield to receive a concrete mortar base, and providing shield receiving conditions.
Before the freezing pipe is pulled out, the temporary water storage tank is backfilled with muddy water; the shield is pushed to a position where the cutter head is away from the frozen soil wall by a set distance and is stopped freezing, the freezing pipe is unfrozen by adopting saline water, the freezing pipe in the cutter head excavation range is pulled out, mortar is filled into the freezing hole, and after the freezing pipe in the cutter head excavation range is completely pulled out, the shield machine can be pushed to pass through the freezing area.
After the shield receives the slurry, the tunnel portal plugging is mainly performed by grouting, the grouting reaches the required strength, the pumping drainage of water injection in the well and the excavation and cleaning of backfill soil are performed after no water leakage is detected, and then the melting and settling grouting is performed.
Example 1
The shield underwater receiving method disclosed in this embodiment is further described with reference to fig. 1 to 7;
based on the background conditions mentioned in the background technology, aiming at the situation that the underground connecting wall of the enclosure structure of the subway station close to the urban main road in the high water-rich stratum is close to a 220KV Kyoho high-voltage power pipeline, a DN1000mm high-voltage water supply pipeline, a DN1000mm rain sewage pipeline, a telecommunication pipeline and other pipelines, the ground environment does not have the relocation condition, the normal operation of the Kyoho high-speed railway must ensure reliable power supply, and the applicant provides the shield underwater receiving method close to the urban main road in the high water-rich stratum through deep research, thereby ensuring the shield receiving safety and obtaining good economic benefit, social benefit and environmental benefit.
According to the shield receiving end position geological survey display, a submerged aquifer is mainly a silty clay layer, a confined aquifer is mainly a pebble layer, the water level burial depth is 5.62m, and the high-pressure pipeline is difficult to change.
The construction method of vertical freezing and underwater receiving outside the underground diaphragm wall adopts liquid nitrogen vertical freezing and rapid gasification of the liquid nitrogen, forms a continuous frozen wall behind the portal to plug underground water, optimizes the portal breaking process flow, avoids water burst risk in the portal breaking process and provides conditions for shield receiving portal breaking; the receiving well builds a temporary concrete retaining wall to form a temporary water storage tank, the water injection level of the tank is determined according to the underground water level before the shield receiving, so that the underground water pressure is balanced, the water burst risk during the shield receiving period is avoided, and the shield receiving safety and the normal traffic order of ten paths are ensured.
And refining the shield underwater receiving process flow according to the hydrogeological condition and the surrounding engineering environment condition of shield receiving, as shown in figure 1.
The diaphragm wall in the present disclosure refers to an underground diaphragm wall.
The shield underwater receiving method of the adjacent city main road in the high water-rich stratum comprises the following steps:
1. drilling holes by vertically freezing liquid nitrogen, installing freezing pipes and constructing dewatering wells:
according to the actual situation of the receiving end and the freezing design scheme, freezing pipe mounting holes are punched on the outer side of the adjacent underground diaphragm wall, as shown in fig. 2, the cross section of the arrangement of the freezing pipes is schematic, and the freezing pipes are designed into two rows and arranged in a quincuncial shape; and (4) installing freezing pipes and distributing refrigerant conveying pipelines according to design requirements, and carrying out parking place arrangement on the liquid nitrogen tank truck. And the freezing pipe is installed and connected with the refrigerant conveying pipe and the liquid nitrogen tank car, and the freezing construction is started after the freezing pipe is qualified through inspection and acceptance.
The freezing pipe is generally a 20# low carbon steel seamless pipe with the diameter of 127 multiplied by 4.5mm, the depth of the temperature measuring pipe is the same as that of the freezing pipe, and the 20# low carbon steel seamless pipe with the diameter of 50 multiplied by 3mm is adopted.
And confirming the position of the precipitation well at the shield receiving end, reasonably avoiding underground pipelines, completing precipitation well construction, installing a water pump and pumping test according to design requirements, and determining whether the quantity of the precipitation wells and the precipitation capacity can meet the shield receiving safety requirements.
2. Shield receiving and monitoring:
arranging encryption monitoring points at a receiving end, and mainly monitoring the deformation condition of a tunnel door during freezing, the deformation condition of a diaphragm wall during freezing, the ground settlement deformation condition, the ground settlement deformation during shield receiving, the pipeline settlement deformation and the like; the deformation condition of the temporary retaining wall is monitored after water is injected into the water tank, and the water level of the dewatering well is monitored during the shield receiving period.
3. And (3) breaking a tunnel portal:
according to the designed freezing scheme, after the freezing time reaches the freezing curtain circling time, detecting the portal exploratory hole, and after the portal exploratory hole meets the portal safety breaking requirement, breaking the portal hierarchically according to the portal breaking requirement.
The portal breakage should satisfy: the frozen wall achieves the designed thickness, strength and water sealing effect; stopping the propelling of the shield tunneling machine when the shield tunneling machine reaches about 1m of the frozen wall; and finishing the construction of the receiving guide table of the shield machine.
4. Installing a liquid nitrogen annular pipe:
when liquid nitrogen is adopted for freezing, the underground diaphragm wall is broken by about 70cm, an annular groove with the width of 20 multiplied by 10cm is chiseled in the middle of the underground diaphragm wall, 2-ring liquid nitrogen freezing pipes are buried, the 2-ring liquid nitrogen freezing pipes are all annular pipes, the material of the pipeline is stainless steel phi 32 multiplied by 3mm, the annular pipes are prefabricated on the ground, and the diameter of a central circle is 10-15 cm larger than that of a steel ring of a portal. The vertical freezing pipe in the well adopts a seamless steel pipe with the diameter of 60 mm multiplied by 5mm as a fixed pipe.
The liquid nitrogen freezing pipe at the portal is bound with the screw steel in the underground diaphragm wall by the iron wire, the liquid nitrogen freezing pipe is protected by using the double-speed cement, and a pressure test is carried out in time after the completion of the double-speed cement protection, so that the normal use of the liquid nitrogen freezing pipe is ensured. The installation position of the liquid nitrogen freezing pipe is shown in figure 3, and the principle of 'two inlets and two outlets, one for each use and one for each standby' is adopted.
In order to accurately master the temperature change condition of a freezing field, 6 temperature measuring points are uniformly distributed on a liquid nitrogen freezing pipe, the temperature data of the measuring points is used as the basis for judging whether the underwater receiving meets the pumping condition, and a temperature detector and a measuring line thereof are protected.
5. Building a temporary water retaining wall:
and during the period that the freezing curtain is actively frozen, pouring a reinforced concrete temporary water retaining wall in the receiving well according to the set size to form a temporary water storage tank, and pouring a shield to receive a concrete mortar base according to the design technical requirements to provide shield receiving conditions.
6. Shield receiving preparation:
and after the tunnel portal is broken off according to requirements, the shield receiving base is constructed and meets the strength requirement, and shield receiving work is started after the shield receiving condition is accepted. And backfilling muddy water in the water pool, backfilling soil with a certain thickness in the water pool, and injecting water to a water level required by design, wherein the backfilling muddy water in the water pool is shown as a schematic diagram of the backfilling muddy water in the water pool in fig. 4, the height of the backfilling muddy water is comprehensively determined according to the depth of the receiving shield well, the underground water level and other conditions, and the dewatering well is opened to adjust the underground water level so as to be beneficial to reducing the pressure.
7. Pulling out the freezing pipe:
and stopping freezing when the shield is pushed to a cutter head about 1m away from the frozen soil wall, pulling out the freezing pipe in the cutter head excavation range, and timely backfilling mortar in the freezing hole. After all the freezing pipes in the cutter head excavation range are pulled out, the shield tunneling machine can be pushed to pass through the freezing area. During the pulling out of the freezing pipe, the shield temporarily stops tunneling but the cutter head needs to rotate at a low speed so as to prevent the soil in the soil bin and the cutter head from being frozen.
2m for unfreezing and utilizing freezing pipe3The salt water tanks on the left and right sides and the 15-45 KW electric heating tubes heat salt water, the hot salt water circulates in the freezing pipeline, when the soil body around the freezing pipe melts 50-100 mm, the flow is 10m3The brine pump circulates hot brine for about 5min at the temperature of 30-40 ℃, the brine is heated to 50-70 ℃ and circulates for 30min, and when the temperature of the loop brine is raised to 25-30 ℃, the tube drawing can be carried out while circulating.
And (3) trial pulling by using 2 jacks of 10 tons, stopping brine circulation when pulling is about 0.5m, removing the brine in the pipe by using high-pressure air, and then quickly pulling out the frozen pipe by using a crane, wherein the pipe pulling is a schematic drawing of a truck crane as shown in fig. 5, the pipe pulling is stable, and the frozen pipe can be heated by using hot brine when not easy to pull out until the frozen pipe is pulled out to the designed length.
8. Shield receiving:
the mileage should be approved before the shield enters the freezing area for tunneling, the shield posture should be adjusted in time, the receiving section should use duct pieces added with grouting holes, annular liquid nitrogen is reasonably used for freezing according to the tunneling condition, and secondary grouting is performed in time to form a water stop hoop, so that the water stop effect of the freezing area is improved, and a hole door is blocked by grouting, and the scheme is shown in figure 6 as an annular liquid nitrogen freezing grouting schematic diagram; and tensioning the final 10-15 ring pipe pieces of the arrival section according to the technical requirement.
9. Plugging a tunnel portal and cleaning in a well:
the hole door plugging is mainly performed by grouting, the grouting reaches the required strength, and after no water leakage is detected, pumping drainage of water injection in the well and excavation and cleaning of backfill soil are performed. The gap between the tunnel portal and the duct piece is well sealed and free of water leakage, and the backfill soil can be removed by pumping drainage and excavation after the requirements are met. And if water leakage of the tunnel portal occurs, grouting and plugging are continued, and if necessary, the water is frozen again and then plugging is carried out.
10. Melting, depositing and grouting:
and (4) according to the construction settlement monitoring condition, combining engineering practice and formulating a settlement grouting scheme. And in the unfreezing process of the freezing area, ground deformation is enhanced, pipeline settlement monitoring, frozen soil temperature monitoring and water and soil temperature monitoring at the freezing wall are carried out, and an actual grouting scheme is determined according to monitoring data.
The melting and depositing grouting adopts single-night cement paste or cement and water glass double-liquid paste, and the proportion (volume ratio) of the cement and the water glass double-liquid paste is 1: 1, cement paste water cement ratio of 1: and 0.8, determining the grouting pressure according to the buried depth of the tunnel.
Although the present disclosure has been described with reference to specific embodiments, it should be understood that the scope of the present disclosure is not limited thereto, and those skilled in the art will appreciate that various modifications and changes can be made without departing from the spirit and scope of the present disclosure.
The above description is only a preferred embodiment of the present application and is not intended to limit the present application, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, improvement and the like made within the spirit and principle of the present application shall be included in the protection scope of the present application.
Claims (10)
1. The shield underwater receiving method in the high water-rich sandy gravel stratum close to the urban arterial road is characterized by comprising the following steps:
the outer side of the diaphragm wall is vertically frozen by adopting liquid nitrogen, a continuous frozen wall is formed at the back of the hole door, and underground water is blocked;
breaking the tunnel portal, and burying an annular liquid nitrogen freezing pipe in the diaphragm wall;
building a temporary water retaining wall according to a set size by the receiving well to form a temporary water storage tank;
and pulling out each freezing pipe to perform shield receiving.
2. The shield underwater receiving method in the sandy gravel stratum with high water content as claimed in claim 1, wherein when the liquid nitrogen is frozen vertically, a hole is drilled on the outer side of the underground diaphragm wall according to the set requirement, a vertical freezing pipe is arranged, a refrigerant conveying pipeline is arranged, and the placement of a liquid nitrogen tanker is carried out.
3. The shield underwater receiving method in the highly water-rich sandy gravel stratum next to the urban arterial road as claimed in claim 2, wherein the vertical freezing pipes are arranged in a plurality of rows in a quincunx arrangement.
4. The underwater shield receiving method in the sandy gravel stratum with high water content as claimed in claim 1, wherein before the tunnel portal is broken, the position of the dewatering well is confirmed at the shield receiving end, and the dewatering well construction, water pump installation and water pumping test are completed.
5. The underwater shield receiving method in the sandy gravel stratum with high water content as claimed in claim 1, wherein before the tunnel portal is broken, the receiving end of the shield is provided with an encrypted monitoring point for monitoring the deformation of the tunnel portal during freezing, the deformation of the diaphragm wall and the ground subsidence deformation during freezing, the ground subsidence deformation during shield receiving and the pipeline subsidence deformation.
6. The underwater shield receiving method in the high water-rich sandy gravel stratum next to the urban arterial road as claimed in claim 1, wherein the step of breaking the tunnel portal comprises: and after the freezing time reaches the freezing curtain circling time, detecting the portal exploration hole, and breaking the portal in a layered manner after the portal exploration hole meets the portal safety breaking requirement.
7. The underwater shield receiving method in the high water-rich sandy gravel stratum next to the urban arterial road as claimed in claim 1, wherein the burying process of the annular liquid nitrogen freezing pipe is as follows: and breaking the diaphragm wall by a set distance, forming an annular groove in the diaphragm wall, and embedding an annular liquid nitrogen freezing pipe in the annular groove.
8. The shield underwater receiving method in the high water-rich sandy gravel stratum next to the urban arterial road as claimed in claim 1, wherein the temporary retaining wall is built by the following steps: and pouring a reinforced concrete temporary water retaining wall in the receiving well to form a temporary water storage tank, and pouring a shield to receive a concrete mortar base to provide shield receiving conditions.
9. The underwater shield receiving method in the sandy gravel stratum with high water content adjacent to the urban main road according to claim 1, wherein before the freezing pipe is pulled out, muddy water is refilled into the temporary water storage tank; the shield is pushed to a position where the cutter head is away from the frozen soil wall by a set distance and is stopped freezing, the freezing pipe is unfrozen by adopting saline water, the freezing pipe in the cutter head excavation range is pulled out, mortar is filled into the freezing hole, and after the freezing pipe in the cutter head excavation range is completely pulled out, the shield machine can be pushed to pass through the freezing area.
10. The underwater shield receiving method in the highly water-rich sandy gravel stratum close to the urban arterial road as claimed in claim 1, wherein after the shield is received, the tunnel portal plugging is mainly grouting, the grouting reaches the required strength, and after no water leakage is detected, pumping drainage of water injection in the well and excavation and cleaning of backfill soil are carried out, and then the melting and settling grouting is carried out.
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| CN201911261488.2A CN110878697A (en) | 2019-12-10 | 2019-12-10 | Shield underwater receiving method next to urban main road in high-water-rich sandy gravel stratum |
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| CN201911261488.2A CN110878697A (en) | 2019-12-10 | 2019-12-10 | Shield underwater receiving method next to urban main road in high-water-rich sandy gravel stratum |
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| CN111734420A (en) * | 2020-06-16 | 2020-10-02 | 中建三局基础设施建设投资有限公司 | Water-rich stratum shield underwater receiving method provided with tunnel portal mortar retaining wall |
| CN112647956A (en) * | 2020-12-24 | 2021-04-13 | 中铁五局集团有限公司 | Construction method for shield tunneling of water-rich composite stratum to closely pass through subway station |
| CN113530559A (en) * | 2021-07-15 | 2021-10-22 | 中交隧道工程局有限公司 | Reinforcing method and reinforcing structure for water-rich sand layer geological shield receiving end |
| CN113638396A (en) * | 2021-08-13 | 2021-11-12 | 海南大学 | Underwater manual freezing device |
| CN114320219A (en) * | 2021-12-22 | 2022-04-12 | 重庆交通大学 | Karst borehole fracture water rapid plugging device and method |
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Application publication date: 20200313 |