CN214660343U - Pressure-reducing drainage anti-floating comprehensive treatment system of shield tunnel - Google Patents
Pressure-reducing drainage anti-floating comprehensive treatment system of shield tunnel Download PDFInfo
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- CN214660343U CN214660343U CN202120717348.8U CN202120717348U CN214660343U CN 214660343 U CN214660343 U CN 214660343U CN 202120717348 U CN202120717348 U CN 202120717348U CN 214660343 U CN214660343 U CN 214660343U
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Abstract
The utility model discloses a pressure-reducing drainage anti-floating comprehensive treatment system of a shield tunnel, which is installed in the construction period of the shield tunnel and comprises a bag-expanding drainage anchor rod, a drainage pump, a water storage tank and a control system; the bag expanding type drainage anchor rod can effectively prevent the tunnel from floating upwards through drainage and pressure reduction, and can provide enough uplift resistance through the expanding bag; the annular steel beams and the longitudinal steel beams are adopted, so that the anti-pulling counter-force provided by the bag-type enlarged drainage anchor rod is uniformly distributed on the pipe segment at the water storage tank area at the bottom of the shield tunnel, and the deformation and the slab staggering or the local damage caused by the uneven stress of the pipe segment are effectively prevented; the utility model discloses drainage stock and water storage box combined action are fallen to the formula that the bag expands, through falling the buoyancy that the drainage reduces the pore water pressure in the shield tunnel bottom soil layer in order to reduce the shield tunnel, increase the dead weight of water storage volume in the water storage box in order to increase the shield tunnel simultaneously, comprehensive prevention and cure shield tunnel come-up.
Description
Technical Field
The utility model relates to a shield tunnel's anti technical field that floats especially relates to a shield tunnel's anti comprehensive treatment system that floats of decompression drainage.
Background
With the rapid development of social economy and the great improvement of urbanization level, a great amount of subway tunnels and highway tunnels formed by shield construction are continuously increased for efficiently relieving traffic pressure and exploring underground space development potential.
The shield tunnel is influenced by the conditions of adjacent building foundation pits, pipe gallery foundation pits, underground passage excavation, other line crossing, underground water level rising and the like in the operation period, and floats upwards to a certain degree. When the upward floating amount of the shield tunnel exceeds the limit, cracks or slab staggering between the segments can be caused, the stability of driving is influenced, and the defects of bolt fracture, joint damage, partial breakage of the segments, water seepage due to crack expansion and the like of the shield tunnel can be caused in serious conditions, even the main structure of the tunnel is damaged, and the operation safety of trains or vehicles in the shield tunnel is threatened.
At present, the floating mechanism and control measures of shield segments during construction are studied in detail, but the early warning and treatment technology for tunnel floating control during comprehensive and effective operation is still lacked. The method is only suitable for the tunnel floating problem caused by the fact that the wall of the shield tunnel is empty or not compact, and is not suitable for other working conditions causing the tunnel to float; in other anti-floating measures of the shield tunnel during operation, such as anchor rod and micro pile technology, due to the granular nature of the bedrock layer under the shield tunnel and the limited uplift resistance provided by the small sections of the anchor rod and the micro pile, the anti-floating technology is not widely applied to the shield tunnel.
Therefore, in order to prevent and treat the shield tunnel floating risk and the engineering hazard possibly caused by the shield tunnel floating risk, an effective pressure-reducing drainage anti-floating comprehensive treatment technology for the shield tunnel is urgently needed.
Disclosure of Invention
In order to overcome the defects of the prior art, the utility model provides a shield tunnel's anti comprehensive treatment system that floats of decompression drainage.
The utility model provides a technical scheme that its technical problem adopted is: a pressure-reducing drainage anti-floating comprehensive treatment system of a shield tunnel comprises a bag-expanding type drainage anchor rod, a drainage pump, a water storage tank and a control system;
the bag-enlarged type drainage anchor rod consists of an anchor rod main body, a drainage channel, a grouting body, a reinforcing steel bar and a grouting bag; grouting holes and drain holes are circumferentially and uniformly distributed in a staggered manner on the anchor rod main body; arranging a drainage channel on the inner side of the anchor rod main body, and arranging grouting bodies and reinforcing steel bars in the rest space from outside to inside; the drainage channels are annularly, uniformly and penetratingly arranged on the inner side of the anchor rod main body along the anchor rod main body, are tightly embedded into the grouting body, are hydraulically communicated with underground water in a soil layer through the drainage holes and are not hydraulically communicated with the grouting body through the sealing material; a pore water pressure sensor is arranged in part of the drainage holes, and a permeable stone on the surface of the pore water pressure sensor is tightly attached to the soil layer;
the grouting bag comprises an end grouting bag and a middle grouting bag; the end grouting bags are arranged at the end of the anchor rod main body, and the middle grouting bags are annularly arranged on the outer side of the anchor rod main body at certain intervals; the end grouting bag and the middle grouting bag are communicated with the grouting body through grouting holes;
the bag expansion type drainage anchor rod is radially arranged below the water storage tank along the cross section of the shield tunnel through a waterproof layer, an annular steel beam and a longitudinal steel beam, and the top of the bag expansion type drainage anchor rod is positioned in the water storage tank; the top of the bag-type enlarged water-lowering and draining anchor rod is sealed through an anchor head and a fixing bolt, a water draining through hole is reserved in the area of the anchor head where the water draining channel is located, and a grouting through hole is reserved in the area of the anchor head where the grouting body is located;
the water draining pump is positioned in the water storage tank and is hydraulically communicated with the water draining channel through the water draining through hole and the water pipe on the anchor head;
the water storage tank is positioned at the bottom of the shield tunnel and is separated from a traffic space and an accessory equipment space in the shield tunnel through a peripheral side plate of the water storage tank and a tunnel bottom plate; waterproof layers are laid at the bottom and the peripheral sides of the water storage tank, so that water in the water storage tank is prevented from permeating into soil layers and other areas of the shield tunnel; the shield tunnel is controlled to float upwards in a cooperative mode of water storage of the water storage tank and drainage of the water lowering and draining anchor rod in the bag expansion mode;
a plurality of displacement sensors are arranged on the tunnel bottom plate and the shield tunnel;
the control system comprises a signal acquisition instrument and an alarm; the control system is connected with the pore water pressure sensor, the displacement sensor and the dewatering pump; the acquisition instrument can automatically read and store pore water pressure data in a soil layer at the bottom of the shield tunnel through the pore water pressure sensor, and automatically read and store displacement data of the shield tunnel through the displacement sensor, wherein the displacement data of the shield tunnel comprises floating amount and floating rate data of the tunnel; the alarm can read and early warn the collected pore water pressure data and displacement data.
Further, the anchor rod main body is a steel pipe; the grouting bag material is a PVC film bag; and the contact part of the bag-enlarged type drainage anchor rod and the shield tunnel bottom pipe piece is subjected to sealing treatment.
Furthermore, a drainage plate is paved in the drainage channel, and is isolated from the grouting body through a PVC plate and is not communicated with the grouting body through water power.
Further, the dewatering and draining pump can work normally under the condition of water or no water.
Furthermore, according to the difference of the drainage design of each section of the shield tunnel, a partition plate is arranged at the junction of the sections, bag expansion type drainage anchor rods with different numbers of drainage channels and middle grouting bags are installed, a drainage pump with matched power is selected, and section water storage tanks with different water storage and drainage and anti-floating capacities are formed along the shield tunnel.
Further, the waterproof layer is a flexible waterproof layer.
Furthermore, the reserved interface of the control system is connected with an underground space intelligent monitoring system to provide operation and maintenance monitoring data of the shield tunnel in service period.
Compared with the prior art, the beneficial effects of the utility model are that:
1. the utility model provides a shield tunnel's anti treatment system that floats of decompression drainage is installed at shield tunnel construction phase, accomplish simultaneously with whole shield tunnel and deliver and come into operation, can effectively avoid shield tunnel operation period to take place the come-up disease but the renovation time is few (operation shield subway tunnel's renovation can only go on in the skylight time of non-train operation at night, implement the current situation that the degree of difficulty is big, the work efficiency is low, require the height), will serve in the full life cycle of shield tunnel operation stage effectively.
2. The utility model discloses well bag enlarges formula drainage stock that falls can effectively prevent the tunnel come-up through falling the drainage decompression, can provide sufficient resistance to plucking through enlarging formula bag again, further prevents shield tunnel come-up calamity. The enlarged bag not only increases the contact area of the bag enlarged type drainage anchor rod and a soil layer below the shield tunnel and increases the resistance to pulling out, but also is embedded in the soil body after the bag is pressurized and grouted, the strength of the embedded soil body is fully utilized to provide the resistance to pulling out, and the resistance to pulling out of the bag enlarged type drainage anchor rod is further increased.
3. The utility model discloses a hoop girder steel and vertical girder steel for the anti-pulling counter-force equipartition that drainage stock provided falls to the formula of bag enlargement is on the section of jurisdiction of the regional department of water storage box of shield tunnel bottom, makes to warp harmoniously, effectively prevents deformation and wrong platform or local damage that the inhomogeneous atress of section of jurisdiction leads to, makes the formula of bag enlargement fall the drainage stock and can prevent and treat the shield tunnel come-up safely.
4. The water storage tank is arranged at the bottom of the tunnel and connected with the bag expanding type drainage anchor rod, the drainage pump is arranged in the water storage tank, and the control system effectively controls complex hydrogeological conditions and floating of the shield tunnel caused by peripheral underground excavation construction.
5. The utility model discloses well bag enlarges formula and falls drainage stock and water storage box combined action, reduces the buoyancy in order to reduce the shield tunnel of hole water pressure in the shield tunnel bottom soil layer through falling the drainage, increases the dead weight of water storage volume in the water storage box in order to increase the shield tunnel simultaneously, and comprehensive prevention and cure shield tunnel come-up.
6. The utility model discloses the water storage box sets up the division board in each tunnel district section juncture, through the quantity of adjustment bag formula drainage stock and middle slip casting bag and the power of falling the drain pump of enlarging, according to the difference of the drainage design that falls of each district section of shield tunnel, along the shield tunnel formation have different interval water storage box that hold the drainage ability, according to local conditions, control the come-up in shield tunnel effectively.
7. The utility model discloses extra-static pore water pressure and the displacement data of shield tunnel in the soil layer that the well collection appearance was gathered in real time and was preserved can be used to the pore pressure response and the tunnel displacement response characteristics in the regional shield tunnel lower part soil layer of analysis and monitoring, carries out the scientific research of tunnel stress field and displacement field distribution; meanwhile, by combining real-time feedback data and effective displacement control results in the displacement control process of the shield tunnel, a large database of the peripheral engineering environment and floating control of the shield tunnel can be established, and certain reference and guidance are provided for floating control design and construction of other shield tunnels in the area or similar areas.
Drawings
FIG. 1 is a schematic structural diagram of a pressure-reducing drainage anti-floating comprehensive treatment system of a shield tunnel;
FIG. 2 is a schematic view of a bladder enlarged dewatering anchor;
FIG. 3 is a cross-sectional view A-A;
FIG. 4 is a cross-sectional view B-B;
in the figure, a bag-enlarged type dewatering and draining anchor rod 1, an anchor rod main body 1-1, grouting holes 1-1-1, anchor heads 1-1-2, fixing bolts 1-1-3, a draining channel 1-2, draining holes 1-2-1, grouting bodies 1-3, reinforcing steel bars 1-4, end grouting bags 1-5-1, middle grouting bags 1-5-2, circumferential steel beams 1-6, longitudinal steel beams 1-7, a dewatering and draining pump 2, a water storage tank 3, a waterproof layer 3-1, a tunnel bottom plate 4 and a shield tunnel 5.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings and examples.
As shown in fig. 1 to 4, the pressure-reducing drainage anti-floating comprehensive treatment system for a shield tunnel according to the present embodiment includes a bag-enlarged drainage anchor rod 1, a drainage pump 2, a water storage tank 3, and a control system.
The bag expansion type drainage anchor rod 1 consists of an anchor rod main body 1-1, a drainage channel 1-2, a grouting body 1-3, a reinforcing steel bar 1-4 and a grouting bag; the anchor rod main body 1-1 is circumferentially and alternately provided with grouting holes 1-1-1 and drain holes 1-2-1 in a penetrating and uniform manner; and a drainage channel 1-2 is distributed on the inner side of the anchor rod main body 1-1, and a grouting body 1-3 and a reinforcing steel bar 1-4 are arranged in the rest space from outside to inside. The drainage channels 1-2 are annularly, uniformly and penetratingly arranged on the inner side of the anchor rod main body 1-1 along the anchor rod main body 1-1, are tightly embedded into the grouting body 1-3, are hydraulically communicated with underground water in a soil layer through the drainage holes 1-2-1, and are not hydraulically communicated with the grouting body 1-3 through a sealing material; and a pore water pressure sensor is arranged in part of the drainage holes 1-2-1, and the permeable stone on the surface of the pore water pressure sensor is tightly attached to the soil layer.
The grouting bag comprises an end grouting bag 1-5-1 and a middle grouting bag 1-5-2; the end grouting bags 1-5-1 are arranged at the end of the anchor rod main body 1-1, and the middle grouting bags 1-5-2 are annularly arranged on the outer side of the anchor rod main body 1-1 at a certain interval; the end grouting bag 1-5-1 and the middle grouting bag 1-5-2 are communicated with the grouting body 1-3 through the grouting hole 1-1-1.
The bag expansion type water lowering and draining anchor rod 1 is radially arranged below the water storage tank 3 along the section of the shield tunnel 5 through a waterproof layer 3-1, annular steel beams 1-6 and longitudinal steel beams 1-7, and the top of the bag expansion type water lowering and draining anchor rod 1 is positioned in the water storage tank 3; the top of the bag-enlarged type dewatering and draining anchor rod 1 is sealed through an anchor head 1-1-2 and a fixing bolt 1-1-3, a draining through hole is reserved in an anchor head 1-1-2 area where a draining channel 1-2 is located, and a grouting through hole is reserved in an anchor head 1-1-2 area where a grouting body 1-3 is located.
The water falling and draining pump 2 is positioned in the water storage tank 3 and is hydraulically communicated with the water draining channel 1-2 through a water draining through hole and a water pipe on the anchor head 1-1-2; the power of the dewatering and draining pump 2 is determined by the design flow of dewatering and draining, and the pump can work normally under the condition of water or no water.
The water storage tank 3 is positioned at the bottom of the shield tunnel 5 and is separated from a traffic space and an accessory equipment space in the shield tunnel 5 through a peripheral side plate of the water storage tank 3 and a tunnel bottom plate 4; waterproof layers 3-1 are laid at the bottom and the peripheral sides of the water storage tank 3 to prevent water in the water storage tank 3 from permeating into soil layers and other areas of the shield tunnel 5; the volume of the water storage tank 3 is determined by the drainage design requirement, the traffic space of the shield tunnel 5 and the accessory equipment space; the strength of the peripheral side plate of the water storage tank 3 and the strength of each joint part meet the design requirement; the water storage tank 3 has certain water storage and drainage capacity, and the floating of the shield tunnel 5 is controlled by the water storage of the water storage tank 3 and the drainage of the bag expansion type drainage anchor rod 1 in a drainage cooperative mode.
And a plurality of displacement sensors are arranged on the tunnel bottom plate 4 and the shield tunnel 5.
The control system comprises a signal acquisition instrument and an alarm; the control system is connected with the pore water pressure sensor, the displacement sensor and the dewatering pump 2; the acquisition instrument can automatically read and store pore water pressure data in a soil layer at the bottom of the shield tunnel 5 through the pore water pressure sensor, and automatically read and store displacement data of the shield tunnel 5 through the displacement sensor, wherein the displacement data of the shield tunnel 5 comprises floating amount and floating rate data of the tunnel; the alarm can read, early warn and process the collected pore water pressure data and displacement data.
Specifically, the anchor rod main body 1-1 is a steel pipe; the grouting bag material is a PVC film bag or other high-strength high-polymer film bags; the length, the number and the outer diameter of the bag-enlarged type drainage anchor rods 1, the diameter, the interval and the number of the drainage holes 1-2-1 and the water flow flux of the drainage channels 1-2 are determined by the designed flow of drainage; the volume of the grouting bags, the number of the middle grouting bags 1-5-2 and the distance between the middle grouting bags are determined by the uplift resistance design; the number and the distribution of the pore water pressure sensors and the displacement sensors are determined by the monitoring design of the shield tunnel 5; the contact position of the bag-enlarged type drainage anchor rod 1 and a pipe piece at the bottom of the shield tunnel 5 is sealed, so that water leakage accidents are prevented.
Specifically, a drainage plate is laid in the drainage channel 1-2, and is isolated from the grouting body 1-3 through a PVC plate or other high-strength high-polymer materials and is not communicated with the grouting body hydraulically.
Specifically, according to the difference of drainage design of each section of the shield tunnel 5, a partition plate is arranged at the junction of the sections, a bag expansion type drainage anchor rod 1 with a proper number of drainage channels 1-2 and middle grouting bags 1-5-2 is installed, a drainage pump 2 with matched power is selected, and section water storage tanks 3 with different water storage and drainage and anti-floating capacities are formed along the shield tunnel 5.
Specifically, the waterproof layer 3-1 is a flexible waterproof layer, so that maintenance and replacement in a long-term operation stage are facilitated.
The utility model discloses the working process of system as follows:
(1) the pressure reduction drainage anti-floating comprehensive treatment system of the shield tunnel is arranged in the section where floating risks exist, such as abundant underground water passing through the shield tunnel, intensive underground space development and construction activities and the like.
(2) Controlling the shield tunnel to float upwards through the synergistic effect of the bag-enlarged type dewatering and draining anchor rod 1, the dewatering and draining pump 2, the water storage tank 3 and the control system;
when the hyperstatic pore water pressure in a soil layer or the floating amount or the floating rate of the tunnel, which is acquired by an acquisition instrument of a control system, exceeds a tunnel floating early warning value, an alarm gives an alarm and automatically starts a dewatering and draining pump 2 to pump water, so that the pore water pressure in the soil layer at the bottom of the shield tunnel 5 is timely reduced to reduce the buoyancy of the shield tunnel 5, and meanwhile, the water storage amount in a water storage tank 3 is increased to increase the self weight of the shield tunnel 5; adjusting the operating power of the dewatering and draining pump 2 in real time according to the acquired hyperstatic pore water pressure or the data of the floating amount or floating rate of the tunnel in real time until the floating risk of the shield tunnel 5 is eliminated;
when the hyperstatic pore water pressure in the soil layer acquired by an acquisition instrument of the control system conflicts with the displacement (floating amount or floating rate) data of the tunnel, the displacement (floating amount or floating rate) data of the tunnel is used as the standard.
The technical principle of the present invention is described above with reference to specific embodiments. The description is made for the purpose of illustrating the principles of the invention and should not be construed in any way as limiting the scope of the invention. Based on the explanations herein, those skilled in the art will be able to conceive of other embodiments of the present invention without any inventive effort, which would fall within the scope of the present invention.
Claims (7)
1. The utility model provides a shield tunnel's anti comprehensive treatment system that floats of decompression drainage which characterized in that: comprises a bag-expanding type dewatering and draining anchor rod (1), a dewatering and draining pump (2), a water storage tank (3) and a control system;
the bag expansion type water lowering and draining anchor rod (1) consists of an anchor rod main body (1-1), a water draining channel (1-2), a grouting body (1-3), reinforcing steel bars (1-4) and a grouting bag; grouting holes (1-1-1) and drainage holes (1-2-1) are circumferentially, alternately, uniformly distributed in a penetrating manner on the anchor rod main body (1-1); a drainage channel (1-2) is arranged on the inner side of the anchor rod main body (1-1), and the grouting body (1-3) and the reinforcing steel bar (1-4) are arranged in the rest space from outside to inside; the drainage channels (1-2) are annularly, uniformly and penetratingly arranged on the inner side of the anchor rod main body (1-1) along the anchor rod main body (1-1) in a penetrating manner, are tightly embedded into the grouting body (1-3), are hydraulically communicated with underground water in a soil layer through the drainage holes (1-2-1), and are not hydraulically communicated with the grouting body (1-3) through a sealing material; a pore water pressure sensor is arranged in part of the drainage holes (1-2-1), and a permeable stone on the surface of the pore water pressure sensor is tightly attached to a soil layer;
the grouting bag comprises an end grouting bag (1-5-1) and a middle grouting bag (1-5-2); the end grouting bags (1-5-1) are arranged at the end of the anchor rod main body (1-1), and the middle grouting bags (1-5-2) are annularly arranged at the outer side of the anchor rod main body (1-1) at certain intervals; the end grouting bag (1-5-1) and the middle grouting bag (1-5-2) are communicated with the grouting body (1-3) through the grouting hole (1-1-1);
the bag expansion type water lowering and draining anchor rod (1) is radially arranged below the water storage tank (3) along the section of the shield tunnel (5) through a waterproof layer (3-1), annular steel beams (1-6) and longitudinal steel beams (1-7), and the top of the bag expansion type water lowering and draining anchor rod (1) is positioned in the water storage tank (3); the top of the bag-enlarged type dewatering and draining anchor rod (1) is sealed through an anchor head (1-1-2) and a fixing bolt (1-1-3), a draining through hole is reserved in the area of the anchor head (1-1-2) where the draining channel (1-2) is located, and a grouting through hole is reserved in the area of the anchor head (1-1-2) where the grouting body (1-3) is located;
the water falling and draining pump (2) is positioned in the water storage tank (3) and is in hydraulic communication with the water draining channel (1-2) through a water draining through hole and a water pipe on the anchor head (1-1-2);
the water storage tank (3) is positioned at the bottom of the shield tunnel (5) and is separated from a traffic space and an accessory equipment space in the shield tunnel (5) through a peripheral side plate of the water storage tank (3) and a tunnel bottom plate (4); waterproof layers (3-1) are laid at the bottom and the peripheral sides of the water storage tank (3); the shield tunnel (5) is controlled to float upwards through the water storage of the water storage tank (3) and the drainage of the bag expansion type drainage anchor rod (1) in a cooperative mode;
a plurality of displacement sensors are arranged on the tunnel bottom plate (4) and the shield tunnel (5);
the control system comprises a signal acquisition instrument and an alarm; the control system is connected with the pore water pressure sensor, the displacement sensor and the dewatering pump (2); the acquisition instrument automatically reads and stores pore water pressure data in a soil layer at the bottom of the shield tunnel (5) through a pore water pressure sensor, and automatically reads and stores displacement data of the shield tunnel (5) through a displacement sensor; the alarm can read and early warn the collected pore water pressure data and displacement data.
2. The pressure-reducing drainage anti-floating comprehensive treatment system of the shield tunnel according to claim 1, characterized in that: the anchor rod main body (1-1) is a steel pipe; the grouting bag material is a PVC film bag; and the contact part of the bag-enlarged type drainage anchor rod (1) and a pipe piece at the bottom of the shield tunnel (5) is subjected to sealing treatment.
3. The pressure-reducing drainage anti-floating comprehensive treatment system of the shield tunnel according to claim 1, characterized in that: and a drainage plate is laid in the drainage channel (1-2), and is isolated from the grouting body (1-3) through a PVC plate and is not communicated with water power.
4. The pressure-reducing drainage anti-floating comprehensive treatment system of the shield tunnel according to claim 1, characterized in that: the dewatering and draining pump (2) can work normally under the condition of water or no water.
5. The pressure-reducing drainage anti-floating comprehensive treatment system of the shield tunnel according to claim 1, characterized in that: according to the different drainage designs of all the sections of the shield tunnel (5), partition plates are arranged at the junctions of the sections, bag expansion type drainage anchor rods (1) with different numbers of drainage channels (1-2) and middle grouting bags (1-5-2) are installed, drainage pumps (2) with matched power are selected, and section water storage tanks (3) with different water storage and drainage and anti-floating capacities are formed along the shield tunnel (5).
6. The pressure-reducing drainage anti-floating comprehensive treatment system of the shield tunnel according to claim 1, characterized in that: the waterproof layer (3-1) is a flexible waterproof layer.
7. The pressure-reducing drainage anti-floating comprehensive treatment system of the shield tunnel according to claim 1, characterized in that: the reserved interface of the control system is connected with an underground space intelligent monitoring system to provide operation and maintenance monitoring data of the shield tunnel in service period.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202120717348.8U CN214660343U (en) | 2021-04-08 | 2021-04-08 | Pressure-reducing drainage anti-floating comprehensive treatment system of shield tunnel |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202120717348.8U CN214660343U (en) | 2021-04-08 | 2021-04-08 | Pressure-reducing drainage anti-floating comprehensive treatment system of shield tunnel |
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| CN214660343U true CN214660343U (en) | 2021-11-09 |
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| CN202120717348.8U Active CN214660343U (en) | 2021-04-08 | 2021-04-08 | Pressure-reducing drainage anti-floating comprehensive treatment system of shield tunnel |
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Address after: 214104 room 301-218, block a, Xidong chuangrong building, No. 78, Danshan Road, anzhen street, Xishan District, Wuxi City, Jiangsu Province Patentee after: Jiangsu CRRC Urban Development Co.,Ltd. Patentee after: CHINA RAILWAY ERYUAN EAST CHINA SURVEY & DESIGN CO.,LTD. Address before: 215000 NO.115 Yinsheng Road, Shengpu Town, Suzhou Industrial Park, Jiangsu Province Patentee before: SUZHOU CHINA VEHICLE CONSTRUCTION ENGINEERING Co.,Ltd. Patentee before: CHINA RAILWAY ERYUAN EAST CHINA SURVEY & DESIGN CO.,LTD. |