CN213953596U - Reinforcing system for water-rich stratum underground tunnel crossing sensitive pipeline section - Google Patents
Reinforcing system for water-rich stratum underground tunnel crossing sensitive pipeline section Download PDFInfo
- Publication number
- CN213953596U CN213953596U CN202020834581.XU CN202020834581U CN213953596U CN 213953596 U CN213953596 U CN 213953596U CN 202020834581 U CN202020834581 U CN 202020834581U CN 213953596 U CN213953596 U CN 213953596U
- Authority
- CN
- China
- Prior art keywords
- freezing
- sensitive
- mjs
- water
- underground tunnel
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Landscapes
- Excavating Of Shafts Or Tunnels (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The utility model discloses a reinforcerment system of sensitive pipeline section is strideed across to rich water stratum underground tunnel, the system contains ground monitoring point, sensitive pipeline, MJS reinforcement body, wears secretly to dig scope, both sides and freezes pipe and bottom and freeze the pipe down, rich water stratum underground tunnel strides across sensitive pipeline section's reinforcerment system has compensatied the shortcoming of single use MJS worker's method and freezing method, has that the bearing capacity is high, the waterstop is good, frost heaving melts that sink deformation is little, little to the surrounding environment influence, can guarantee peripheral sensitive pipeline safety operation, characteristics such as application scope is wide.
Description
Technical Field
The utility model belongs to the technical field of the underground works is consolidated, a system for consolidating sensitive pipeline section is strideed across in underground tunnel is related to, specifically be the reinforcerment system that sensitive pipeline section was strideed across in rich water stratum underground tunnel.
Background
In recent years, with the economic development and the acceleration of urban construction, the underground traffic and municipal pipe galleries are improved continuously, underground space development is deepened continuously, urban road traffic networks are three-dimensional, and the projects of mutually crossing and constructing subway tunnels, municipal pipelines, vehicle-driving tunnels and the like are increased. How to build a new underground engineering under the premise of not influencing the safety and the service performance of the existing underground structure is a new subject of urban underground space development.
The common reinforcement method for underground engineering at present comprises the following steps: deep stirring method or SMW method, high pressure jet grouting method, artificial freezing method, plain concrete cast-in-place pile method and dewatering method, and less common methods such as excavation backfill method, double steel sheet pile method and the like. The artificial freezing method is a foundation treatment method which utilizes an artificial refrigeration technology to freeze water in a stratum to form frozen soil, isolates the connection between underground water and underground engineering and carries out underground engineering construction under the protection of a frozen wall. The MJS construction method is also called an omnibearing high-pressure jet grouting construction method, three media of high-pressure water, high-pressure air and high-pressure cement slurry are utilized to cut and destroy surrounding soil bodies through a special perforated pipe and a front end generating device, a series of procedures of pressure conveying, jetting, stratum cutting, mixing, mud discharging, mud concentrating and mud conveying of hardened material mud slurry are used as monitoring objects, and the MJS construction method is a construction method capable of carrying out omnibearing foundation reinforcement of horizontal, vertical and inclined degrees and 360 degrees.
The two construction methods supplement each other, the two construction methods are combined together, the defects of the two construction methods are mutually compensated, the bearing capacity of the frozen MJS cement soil is further improved, the frost heaving and thaw deformation generated by the freezing method is inhibited by the MJS cement soil, the seepage of groundwater can be effectively controlled, the influence on the surrounding environment is small, the safe operation of structures such as peripheral sensitive pipelines and the like and buildings can be ensured, and the application range is wide.
SUMMERY OF THE UTILITY MODEL
The technical problem to be solved is as follows: in order to overcome prior art's not enough, obtain the frozen MJS cement soil that freezes that the frost heaving thaw collapse warp for a short time and have higher bearing capacity and effective waterstop, the utility model provides a reinforcing system in sensitive pipeline section is strideed across in rich water stratum underground tunnel.
The technical scheme is as follows: the reinforcing system for the water-rich stratum underground tunnel crossing sensitive pipeline section is characterized by comprising a ground monitoring point, sensitive pipelines, MJS reinforcing bodies, a downward crossing underground excavation range, freezing pipes on two sides and freezing pipes at the bottom; the ground monitoring point is arranged on the ground surface and used for monitoring displacement and settlement, the sensitive pipeline is positioned in the filled soil, the freezing pipes on the two sides and the freezing pipe at the bottom are arranged in a U shape, vertical rotary jet grouting is symmetrically carried out on the lower portion of the sensitive pipeline to form an MJS reinforcing body, and the freezing pipes on the two sides and the freezing pipe at the bottom are arranged inside the MJS reinforcing body.
The freeze-hardened range should be contained within the MJS-hardened body portion, and the temperature measurement holes are disposed within the freeze-hardened range.
The freezing tube is arranged in a U-shape: the freezing pipes on the two sides are respectively arranged in a single row, and the freezing pipes on the bottom are arranged in a single row.
The downward penetrating and underground digging range is located at the part reinforced by the MJS reinforcing body and the freezing reinforcing range together.
The reinforcing system for the water-rich stratum underground tunnel crossing sensitive pipeline section comprises a tap water pipe and a gas pipeline, wherein 2000mm of two sides of the axis of the sensitive pipeline is an MJS reinforcing range, and the MJS construction method pile construction is carried out according to the following steps:
a. determining main process parameters through pile testing, monitoring displacement and settlement of a road and surrounding strata, and checking a reinforcing effect;
b. checking a geological report and a pipeline diagram, determining the position of a single pile according to the underground environment and a construction diagram, measuring and setting out, and then excavating a groove along the line;
c. pre-hole forming construction: if necessary, embedding a pile casing, and correcting the center of the pile casing and the center of a pile position by using a cross line, wherein the pile casing needs to be vertically and firmly fixed;
d. and (3) lowering the casing: after the casing is put down in place, the difference between the inner water head and the outer water head of the hole wall is ensured, and when the difference is lacked, slurry with certain consistency is timely poured into the casing to prevent hole collapse or hole shrinkage.
Setting and trial spraying of the MJS host: after the host is placed, the trial spraying should start the back suction air and the water pump to suck water back in sequence, and the mud discharging port and the back suction adapter are confirmed to be normal;
f. and symmetrically performing vertical rotary jet grouting on the lower part of the sensitive pipeline to form an MJS reinforcing body: and (4) lowering a drill rod and spraying the slurry, confirming the grouting direction, angle, rotation speed and lifting speed, spraying the slurry after setting until the slurry is sprayed to the elevation of the designed pile top, carrying out hole sealing maintenance after the construction of a single pile is finished, and repeating the steps to complete the construction of the MJS pile body.
The freezing construction is carried out 28 days after the MJS reinforcement body is cured, and the freezing construction is carried out according to the following steps:
a. cleaning a field, drilling, entering a frozen material device and other preparation works;
b. drilling a freezing pipe;
c. installing and welding a liquid supply pipe;
d. mounting a freezer and performing heat preservation construction on a pipeline;
e. and actively freezing to enable the frozen curtain to reach the design thickness and the design average temperature.
Advantageous effects
(1) The utility model discloses a reinforcing system of sensitive pipeline section is strideed across to rich water stratum underground tunnel, two kinds of working methods complement each other and have compensatied both shortcomings, highlight both advantages, and the bearing capacity that freezes MJS cement soil obtains further promotion, and the frost heaving that the freezing method produced melts sinking deformation and is inhibited by MJS cement soil; (2) the formed frozen soil curtain has good water stopping property; (3) the method has small influence on the surrounding environment, can ensure the safe operation of the peripheral sensitive pipelines, and has wider application range.
Description of the drawings:
FIG. 1 is a plan view of a construction site in example 1;
FIG. 2 is a schematic view of a reinforcing structure in example 1;
FIG. 3 is a schematic side view of a freeze hole in example 1;
the subway station underground monitoring system comprises a ground monitoring point 1, a ground surface 2, a filling 3, a sensitive pipeline 4, freezing pipes on two sides 5, a freezing pipe at the bottom 6, a freezing reinforcement range 7, an MJS reinforcement body 8, an underground excavation range 9, a temperature measuring hole 10, an underground passage 11 and an existing subway station entrance and exit 12.
The specific implementation mode is as follows:
the following examples further illustrate the invention but are not to be construed as limiting the invention. Modifications and substitutions to methods, steps or conditions of the present invention may be made without departing from the spirit and substance of the invention. Unless otherwise specified, the technical means used in the examples are conventional means well known to those skilled in the art.
Example 1
The underground excavation region is an irregular trapezoid between an underground passage and a reserved No. 2 outlet of the existing subway, a tap water main pipeline with the diameter of 1m penetrates through the underground excavation region, the underground excavation region is located in a-1 d4 silt layer which is loose silt and contains abundant underground water, the water permeability is high, the sand gushing phenomenon is easy to generate, and the underground excavation region is judged to be a liquefiable soil layer through liquefaction.
The method comprises the following steps:
1. determining main process parameters through pile testing, monitoring displacement and settlement of a road and surrounding strata, and checking a reinforcing effect; checking a geological report and a pipeline diagram, determining the position of a single pile according to the underground environment and a construction diagram, measuring and setting out, and then excavating a groove along the line; pre-hole forming construction: if necessary, embedding a pile casing, and correcting the center of the pile casing and the center of a pile position by using a cross line, wherein the pile casing needs to be vertically and firmly fixed; and (3) lowering the casing: after the casing is put down in place, the difference between the inner water head and the outer water head of the hole wall is ensured, and when the difference is lacked, slurry with certain consistency is timely poured into the casing to prevent hole collapse or hole shrinkage. Setting and trial spraying of the MJS host: after the host is placed, the trial spraying should start the back suction air and the water pump to suck water back in sequence, and the mud discharging port and the back suction adapter are confirmed to be normal; and symmetrically performing vertical rotary jet grouting on the lower part of the sensitive pipeline to form an MJS reinforcing body: and (3) putting a drill rod and spraying the slurry, confirming the grouting direction, angle, rotation speed and lifting speed, spraying the slurry after setting until the slurry is sprayed to the designed pile top elevation, carrying out hole sealing maintenance after the construction of a single pile is finished, and repeating the steps to complete the construction of 20 MJS pile bodies (the diameter of the pile is 2400mm, the distance between piles is 1200mm, the row spacing is 1600mm, and the depth of the pile exceeds the bottom of the underground structure by 4m) as shown in the figure 1. Wherein the verticality error of the guide hole in the construction of the MJS-method pile is controlled to be less than or equal to 1/150, the water cement ratio is 1: 1, and the cement mixing amount is 50%.
2. Freezing construction is carried out after the MJS reinforcement body maintenance is carried out for 28 days, the site is cleaned up, and preparation works such as drilling, entering of frozen material equipment and the like are carried out; drilling a freezing pipe; installing and welding a liquid supply pipe; mounting a freezer and performing heat preservation construction on a pipeline; the freezing holes are arranged in a U shape, 5 holes (Z1-Z5) in a south single row, 5 holes (Y1-Y5) in a north single row, 11 holes (D1-D11) in a bottom single row are arranged in the freezing holes (shown in figures 2 and 3), the total number of the freezing holes is 21, 6 temperature measuring holes (C1-C6) are additionally arranged, and the specific hole positions are adjusted correspondingly according to the actual situation on site.
3. Actively freezing to enable the freezing curtain to reach the design thickness and the design average temperature, and performing the excavation operation when the effective thickness of the freezing curtain is more than or equal to 1.2 m and the average temperature of the freezing curtain is less than or equal to minus 10 ℃. During the active freezing and underground excavation construction, the soil body temperature and the salt water temperature are monitored. And during the underground excavation construction period, continuously monitoring the elevation of the rise and the subsidence of the road surface and the channel, wherein 7 monitoring points are arranged on the road surface, and 6 monitoring points are arranged in the channel. During the active freezing period, the monitoring frequency is maintained once every 12 hours; during the period of excavation, the monitoring frequency was maintained every 4 hours.
Claims (5)
1. The reinforcing system for the water-rich stratum underground tunnel crossing sensitive pipeline section is characterized by comprising ground monitoring points (1), sensitive pipelines (4), MJS reinforcing bodies (8) and a downward penetrating and underground digging range (9), wherein the ground monitoring points (1) are arranged on the ground surface (2) and used for monitoring displacement and settlement, the sensitive pipelines (4) are located in soil filling (3), freezing pipes (5) on two sides and freezing pipes (6) on the bottom are arranged in a U shape, vertical rotary spraying grouting is symmetrically carried out on the lower portion of the sensitive pipelines (4) to form the MJS reinforcing bodies (8), and the freezing pipes (5) on two sides and the freezing pipes (6) on the bottom are arranged inside the MJS reinforcing bodies (8).
2. The reinforcing system for the water-rich stratum underground tunnel crossing sensitive pipeline section according to claim 1, wherein the sensitive pipeline (4) comprises a tap water pipeline and a gas pipeline, and the two sides of the axis of the sensitive pipeline (4) are 2000mm and are provided with MJS reinforcing bodies (8).
3. The reinforcement system for a water-rich formation underground tunnel crossing sensitive pipeline sections according to claim 1, characterized in that the freezing reinforcement range (7) is included in the part of the MJS reinforcement (8), and temperature measurement holes (10) are arranged in the freezing reinforcement range (7).
4. The reinforcing system for a water-rich formation underground tunnel spanning sensitive pipeline section according to claim 1, wherein the freezing pipe is arranged in a U-shape: the freezing pipes (5) at the two sides are respectively arranged according to a single row, and the freezing pipes (6) at the bottom are arranged according to a single row.
5. The reinforcement system for a water-rich formation underground tunnel crossing sensitive pipeline sections according to claim 1, wherein the underrun undercut region (9) is located at a portion where the MJS reinforcement (8) and the freezing reinforcement region (7) are jointly reinforced.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202020834581.XU CN213953596U (en) | 2020-05-19 | 2020-05-19 | Reinforcing system for water-rich stratum underground tunnel crossing sensitive pipeline section |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202020834581.XU CN213953596U (en) | 2020-05-19 | 2020-05-19 | Reinforcing system for water-rich stratum underground tunnel crossing sensitive pipeline section |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN213953596U true CN213953596U (en) | 2021-08-13 |
Family
ID=77191470
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202020834581.XU Active CN213953596U (en) | 2020-05-19 | 2020-05-19 | Reinforcing system for water-rich stratum underground tunnel crossing sensitive pipeline section |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN213953596U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113685205A (en) * | 2021-09-22 | 2021-11-23 | 中铁隧道股份有限公司 | Rotary spraying lifting structure and construction method |
-
2020
- 2020-05-19 CN CN202020834581.XU patent/CN213953596U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113685205A (en) * | 2021-09-22 | 2021-11-23 | 中铁隧道股份有限公司 | Rotary spraying lifting structure and construction method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104963334B (en) | Reinforced with slip casting freezing pipe and freeze the construction method that service channel suppresses frozen swell and melt settlement | |
| CN108035335B (en) | Method for constructing shaft type underground parking garage by freezing method | |
| CN109208637B (en) | Construction method for newly adding open cut station on existing tunnel foundation | |
| CN106759473B (en) | The constructing structure and its construction method of underground pipe gallery and road | |
| CN111593726A (en) | Joint reinforcement method for underground tunnel penetrating sensitive pipeline of water-rich stratum and butt joint of existing structure MJS + artificial freezing | |
| CN103015402B (en) | Construction method for inhibiting frost heaving and thaw collapse of horizontally frozen end through cement-soil reinforcement method | |
| CN105908765B (en) | For protecting the open trench tunnel water sealing structure and construction method of groundwater environment | |
| CN205172598U (en) | Pipe curtain spouts a supporting construction soon | |
| CN108517877B (en) | Supporting construction method combining consolidation grouting of hybrid filling ultra-deep foundation pit with double-row steel pipe piles | |
| CN106759297A (en) | A kind of construction method of support pile and three pipe high-pressure rotary jet grouting pile deep basal pits | |
| CN205975649U (en) | Freezing pipe curtain steel pipe supporting construction | |
| CN110469332B (en) | Advanced support consolidation method for tunnel penetrating through debris flow accumulation body | |
| CN111501781A (en) | Supporting method and structure combining consolidation grouting of hybrid filling ultra-deep foundation pit with double rows of steel pipe piles | |
| CN103015429A (en) | Long auger rotary-jet mixing steel reinforced cement-soil pile foundation pit water-resisting and supporting method | |
| CN109296371A (en) | MJS method and horizontal freezing joint reinforcement pressure-bearing rich water arenaceous stratum overlap the system and its construction method that section is worn under station | |
| CN105064335A (en) | Ultrahigh pressure rotary jet grouting method suitable for sandy cobble stratum shield end well reinforcement | |
| CN109339079A (en) | A kind of foundation pit water-stopping system and its construction technology close to river permeable stratum | |
| KR100538316B1 (en) | The apparatus and method of earth grouting using compressed air system for intermittent vibrated wave production | |
| CN103572764A (en) | Watertight structure for retaining wall of ultra-deep manually excavated pile and construction method thereof | |
| CN111365005A (en) | Reinforcing structure and method for shield tunnel lower-penetrating elevated bridge foundation | |
| CN213953596U (en) | Reinforcing system for water-rich stratum underground tunnel crossing sensitive pipeline section | |
| CN108005662B (en) | A kind of processing method of underground water seal cave depot storage cavern area geology crushed zone | |
| CN111502672B (en) | Construction method for stratum reinforcement before opening of shield cutter head | |
| CN209260739U (en) | A kind of foundation pit water-stopping system close to river permeable stratum | |
| CN113863076B (en) | Sinking road construction method under sand bridge |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |