CN111945704A - Method for reinforcing water-rich silt stratum by obliquely arranging multiple rows of freezing pipes - Google Patents
Method for reinforcing water-rich silt stratum by obliquely arranging multiple rows of freezing pipes Download PDFInfo
- Publication number
- CN111945704A CN111945704A CN202010812770.1A CN202010812770A CN111945704A CN 111945704 A CN111945704 A CN 111945704A CN 202010812770 A CN202010812770 A CN 202010812770A CN 111945704 A CN111945704 A CN 111945704A
- Authority
- CN
- China
- Prior art keywords
- pipe
- freezing
- water
- rich silt
- rich
- 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.)
- Pending
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/11—Improving or preserving soil or rock, e.g. preserving permafrost soil by thermal, electrical or electro-chemical means
- E02D3/115—Improving or preserving soil or rock, e.g. preserving permafrost soil by thermal, electrical or electro-chemical means by freezing
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention discloses a method for reinforcing a water-rich silt stratum by obliquely arranging a plurality of rows of freezing pipes, which comprises the following steps: firstly, measuring and paying off; secondly, drilling along with the pipe; thirdly, obliquely arranging a plurality of rows of freezing pipes; and fourthly, reinforcing the water-rich silt stratum. The invention carries out inclined freezing reinforcement on silt layers on two sides of the wall of the groove to be excavated before excavation to form an inclined reinforced pile wall, the upper part of the reinforced pile wall has wide space and the lower part of the reinforced pile wall has narrow space, not only can reinforce the side wall of the groove to be excavated, but also can more effectively freeze and reinforce the bottom of the wall to ensure that the wall has enough strength, prevent the occurrence of engineering accidents such as water burst and the like, effectively reduce the possibility of collapse of the wall of the groove in the excavation process of the underground continuous wall, is suitable for the conditions of excavation with silt and high underground water level, ensures the safe, reliable and smooth development of subsequent excavation construction, has strong practicability and can also play a role in reducing pollution.
Description
Technical Field
The invention belongs to the technical field of freezing and reinforcing of water-rich silt formations, and particularly relates to a method for reinforcing a water-rich silt formation by obliquely arranging multiple rows of freezing pipes.
Background
In the process of excavation of the foundation pit, the construction of the underground diaphragm wall as an indispensable ring can have great influence on the overall safety and quality of construction. Especially in the process of grooving the underground continuous wall, the stability of the groove wall is influenced due to the water head difference of the underground water level or the existence of a soil layer with heavy silt property, and even the accidents of groove collapse and the like which are harmful to the construction quality are caused. In the existing construction technology, firstly, the pressure of a wall soil body of a tank is balanced by using the adhesion pressure of a slurry retaining wall, but the wall soil body cannot be completely balanced in a complex stratum with a high underground water level. And secondly, the cement mixing pile is used for reinforcing the surrounding soil body, but the problems of long construction period, large environmental pollution and the like also exist. In the prior similar technology, the technical scheme is mainly focused on excavating underground tunnels such as contact channels by a horizontal freezing method or reinforcing soil bodies in key working procedures such as entering and exiting of a shield machine, shaft excavation or shield tunnel excavation by a vertical freezing method is common, but large-area sealing and freezing of an excavation area are easily caused in the control process of the vertical freezing method, and subsequent excavation difficulty is caused.
Disclosure of Invention
The invention aims to solve the technical problem that multiple rows of freezing pipes are obliquely arranged to reinforce a water-rich silt stratum, silt layers on two sides of a wall to be excavated are obliquely frozen and reinforced before excavation to form an oblique reinforced pile wall, the upper part of the reinforced pile wall is wide in interval and the lower part of the reinforced pile wall is narrow in interval, the side wall of the wall to be excavated in advance can be reinforced, the bottom of the reinforced pile wall can be effectively frozen and reinforced, the reinforced pile wall has enough strength, engineering accidents such as water burst and the like are prevented, the possibility of collapse of the wall in the excavation process of an underground continuous wall can be effectively reduced, the method is suitable for the condition of excavation with a silt interlayer and a high underground water level, the subsequent excavation construction is ensured to be safely, reliably and smoothly carried out, the practicability is strong, the pollution reducing effect can be achieved, and the method is convenient to popularize and use.
In order to solve the technical problems, the invention adopts the technical scheme that: the method for reinforcing the water-rich silt stratum by obliquely arranging a plurality of rows of freezing pipes is characterized by comprising the following steps of:
step one, measurement and paying-off: exploring the water-rich silt stratum, confirming the thickness and depth distribution of the water-rich silt stratum, surveying the underground water distribution, the bearing size and the osmotic pressure distribution, acquiring the number, the spacing and the inclination angle of freezing holes, and simultaneously determining the positions and the number of temperature measuring holes and pressure releasing holes;
the freezing holes are inclined holes which are symmetrically arranged in pairs along the length direction of the groove to be dug;
step two, drilling with a pipe: drilling an inclined hole at the designed inclined hole position, vertically drilling a hole at the designed position of the temperature measuring hole and drilling a sleeve, obtaining the temperature measuring hole and positioning the temperature measuring pipe; the temperature measuring pipe extends into the bottom of the water-rich silt stratum, vertical pipe drilling is carried out at the design position of the pressure relief hole, the pressure relief hole is obtained, the pressure relief pipe is in place, and the pressure relief pipe extends into a soil layer on the upper side of the water-rich silt stratum;
the distance between the tops of the paired symmetrical inclined holes is larger than that between the bottoms of the paired symmetrical inclined holes;
the to-be-excavated groove is of a cubic structure, and connecting lines of projections of the paired symmetrical inclined holes on the ground are vertical to a central axis in the length direction of the to-be-excavated groove;
step three, obliquely arranging a plurality of rows of freezing pipes: freezing pipes are inserted into each inclined hole along with pipe drilling, two freezing pipes which are symmetrically and obliquely arranged on two sides of the groove to be excavated form a freezing pipe assembly, and a plurality of rows of freezing pipe assemblies are arranged along the length direction of the groove to be excavated;
the freezing pipe comprises a freezing pipe sealing section extending into the water-rich silt stratum and a freezing pipe connecting section positioned in the soil layer on the upper side of the water-rich silt stratum, the freezing pipe connecting section is communicated with the conveying branch pipes through connecting pipes, and the conveying branch pipes are connected with the freezing station through the main conveying pipe;
the liquid supply pipe is led out from the freezing station and extends into the freezing pipe sealing section, the liquid return pipe is connected to the freezing station from the freezing pipe sealing section, and the length of the liquid return pipe at the freezing pipe sealing section is smaller than that of the liquid supply pipe at the freezing pipe sealing section;
the projection of the main conveying pipe on the ground and the projection of the branch conveying pipe on the ground are not intersected with the pre-excavated soil body;
step four, reinforcing the water-rich silt stratum: and starting the freezing station, enabling freezing liquid to enter the freezing pipe sealing section through the conveying main pipe, the conveying branch pipes, the connecting pipe and the freezing pipe connecting section in the liquid supply pipe, exchanging heat for the water-rich silt stratum to freeze the water-rich silt stratum, enabling the liquid after heat exchange to flow back to the freezing station through the freezing pipe connecting section, the connecting pipe, the conveying branch pipes and the conveying main pipe in the liquid return pipe to continuously freeze the water-rich silt stratum to form two reinforcing pile walls which are symmetrically and obliquely arranged on two sides of the position of the water-rich silt stratum to be grooved, wherein the distance between the bottoms of the two reinforcing pile walls is smaller than the distance between the tops of the two reinforcing pile walls.
The method for reinforcing the water-rich silt stratum by obliquely arranging the multiple rows of freezing pipes is characterized by comprising the following steps of: and the freezing pipe connecting section, the connecting pipe, the conveying branch pipe and the conveying main pipe are internally provided with heat-insulating layers.
The method for reinforcing the water-rich silt stratum by obliquely arranging the multiple rows of freezing pipes is characterized by comprising the following steps of: the length of the reinforced pile wall is not less than that of the groove to be excavated.
The method for reinforcing the water-rich silt stratum by obliquely arranging the multiple rows of freezing pipes is characterized by comprising the following steps of: the wall bottom of the reinforced pile wall extends into a soil layer of a non-excavation soil body located on the lower side of the water-rich silt stratum, and the wall top of the reinforced pile wall extends into a soil layer of a non-excavation soil body located on the upper side of the water-rich silt stratum.
The method for reinforcing the water-rich silt stratum by obliquely arranging the multiple rows of freezing pipes is characterized by comprising the following steps of: the minimum distance between the two reinforced pile walls is smaller than the width of the groove to be excavated.
The method for reinforcing the water-rich silt stratum by obliquely arranging the multiple rows of freezing pipes is characterized by comprising the following steps of: and in the second step, drilling an inclined hole at the designed inclined hole position by using an inclined hole drilling machine.
The method for reinforcing the water-rich silt stratum by obliquely arranging the multiple rows of freezing pipes is characterized by comprising the following steps of: the freezing liquid is saline water.
The method for reinforcing the water-rich silt stratum by obliquely arranging the multiple rows of freezing pipes is characterized by comprising the following steps of: the temperature measuring pipe penetrates through the non-excavation soil body and extends into the bottom of the water-rich silt stratum, and the pressure relief pipe extends into the pre-excavation soil body at the top of the water-rich silt stratum.
In conclusion, the method has the advantages that the method is simple in steps, silt layers on two sides of the wall of the groove to be excavated are obliquely frozen and reinforced before excavation, the obliquely reinforced pile wall is formed, the distance between the upper part of the reinforced pile wall is wide, the distance between the lower part of the reinforced pile wall is narrow, the sidewall of the wall of the groove to be excavated can be reinforced, the bottom of the wall can be more effectively frozen and reinforced, the strength of the wall is sufficient, engineering accidents such as water burst and the like are prevented, the possibility of collapse of the wall of the underground continuous wall in the excavation process can be effectively reduced, the method is suitable for the excavation with silt inclusion layers and high underground water level, the subsequent excavation construction is ensured to be safely, reliably and smoothly carried out, the implementation performance is high, the pollution reduction effect can be achieved.
The technical solution of the present invention is further described in detail by the accompanying drawings and embodiments.
Drawings
FIG. 1 is a schematic diagram showing the position relationship among the inclined hole, the temperature measuring hole, the pressure relief hole and the soil layer.
FIG. 2 is a schematic view of the arrangement of the rows of freezing tube assemblies of the present invention along the length of a trench to be excavated.
Fig. 3 is a sectional view a-a of fig. 2.
FIG. 4 is a schematic diagram of the combination of the freezing tube, the liquid supply tube and the liquid return tube according to the present invention.
Fig. 5 is a schematic view of the position of the reinforced pile wall in the water-rich silt formation according to the present invention.
Fig. 6 is a sectional view B-B of fig. 5.
Fig. 7 is a cross-sectional view taken along line C-C of fig. 5.
FIG. 8 is a block diagram of a method flow of the method of the present invention.
Description of reference numerals:
1-non-excavation soil body; 2-pre-excavating soil; 3-inclined hole;
4-temperature measuring hole; 5-pressure relief hole;
6-1-water-rich silt stratum maintaining section; 6-2-water-rich silt stratum groove wall sections;
6-3, excavating a water-rich silt stratum section; 7, reinforcing the pile wall;
8, freezing the tube seal section; 9-freezing pipe connecting section; 10-connecting pipe;
11-conveying branch pipes; 12-main conveying pipe; 13-a freezing station;
14-a supply tube; 15-a liquid return pipe; 16-insulating layer.
Detailed Description
As shown in fig. 1 to 8, the method for reinforcing a water-rich silt formation by obliquely arranging a plurality of rows of freezing pipes comprises the following steps:
step one, measurement and paying-off: exploring the water-rich silt stratum, confirming the thickness and depth distribution of the water-rich silt stratum, exploring the underground water distribution, the pressure bearing size and the osmotic pressure distribution, acquiring the number, the spacing and the inclination angle of freezing holes, and simultaneously determining the positions and the number of temperature measuring holes 4 and pressure releasing holes 5;
the freezing holes are inclined holes 3, and the inclined holes 3 are symmetrically arranged in pairs along the length direction of the groove to be dug;
step two, drilling with a pipe: drilling an inclined hole 3 at the designed position of the inclined hole 3 by using an inclined hole drilling machine, vertically drilling a hole at the designed position of the temperature measuring hole 4 and drilling a sleeve, obtaining the temperature measuring hole 4 and positioning the temperature measuring pipe; the temperature measuring pipe extends into the bottom of the water-rich silt stratum, vertical pipe drilling is carried out at the design position of the pressure relief hole 5, the pressure relief hole 5 is obtained, the pressure relief pipe is in place, and the pressure relief pipe extends into a soil layer on the upper side of the water-rich silt stratum;
the distance between the tops of the paired symmetrical inclined holes 3 is larger than that between the bottoms of the paired symmetrical inclined holes 3;
the to-be-excavated groove is of a cubic structure, and the connecting line of the projections of the paired symmetrical inclined holes 3 on the ground is vertical to the central axis of the to-be-excavated groove in the length direction;
step three, obliquely arranging a plurality of rows of freezing pipes: freezing pipes are inserted into each inclined hole 3 along with pipe drilling, two freezing pipes which are symmetrically and obliquely arranged on two sides of the groove to be excavated form a freezing pipe assembly, and a plurality of rows of freezing pipe assemblies are arranged along the length direction of the groove to be excavated;
the freezing pipe comprises a freezing pipe sealing section 8 extending into the water-rich silt stratum and a freezing pipe connecting section 9 positioned in a soil layer on the upper side of the water-rich silt stratum, the freezing pipe connecting section 9 is communicated with a conveying branch pipe 11 through a connecting pipe 10, and the conveying branch pipe 11 is connected with a freezing station 13 through a conveying main pipe 12;
the liquid supply pipe 14 is led out from the freezing station 13 and extends into the freezing pipe sealing section 8, the liquid return pipe 15 is connected to the freezing station 13 from the freezing pipe sealing section 8, and the length of the liquid return pipe 15 located on the freezing pipe sealing section 8 is smaller than that of the liquid supply pipe 14 located on the freezing pipe sealing section 8;
the projection of the main conveying pipe 12 on the ground and the projection of the branch conveying pipe 11 on the ground are not intersected with the pre-excavated soil body 2;
it should be noted that the purpose that the projection of the main conveying pipe 12 on the ground and the projection of the branch conveying pipe 11 on the ground are not intersected with the pre-excavated soil body 2 is to avoid interference of the conveying pipeline on construction in the later excavation process, so as to facilitate excavation of the pit.
Step four, reinforcing the water-rich silt stratum: and starting the freezing station 13, enabling freezing liquid to enter the freezing pipe sealing section 8 through the main conveying pipe 12, the branch conveying pipes 11, the connecting pipes 10 and the freezing pipe connecting section 9 in the liquid supply pipe 14, carrying out heat exchange on the water-rich silt stratum to freeze the water-rich silt stratum, enabling the liquid after heat exchange to flow back to the freezing station 13 through the freezing pipe connecting section 9, the connecting pipes 10, the branch conveying pipes 11 and the main conveying pipe 12 in the liquid return pipe 15 to realize continuous freezing of the water-rich silt stratum to form two reinforcing pile walls 7 which are symmetrically and obliquely arranged on two sides of the water-rich silt stratum to be grooved, wherein the bottom distance of the two reinforcing pile walls 7 is smaller than the top distance of the two reinforcing pile walls 7.
In this embodiment, the freezing pipe connecting section 9, the connecting pipe 10, the conveying branch pipe 11 and the conveying main pipe 12 are all provided with an insulating layer 16.
It should be noted that the insulating layers 16 are disposed in the freezing pipe connection section 9, the connection pipe 10, the conveying branch pipe 11 and the conveying main pipe 12 to avoid early loss of heat and reduce loss of heat in the conveying pipeline, and the preferable insulating layer 16 is a polyvinyl chloride insulating layer.
In this embodiment, the length of the reinforced pile wall 7 is not less than the length of the groove to be excavated.
It should be noted that the purpose of the length of the reinforced pile wall 7 being not less than the length of the trench to be excavated is to avoid the water-rich silt from flowing into the trench through the end gap.
In this embodiment, the bottom of the reinforced pile wall 7 extends into the soil layer of the trenchless soil 1 on the lower side of the water-rich silt stratum, and the top of the reinforced pile wall 7 extends into the soil layer of the trenchless soil 1 on the upper side of the water-rich silt stratum.
It should be noted that the water-rich silt stratum at the position of the groove to be excavated is a water-rich silt stratum excavation section 6-3, the water-rich silt stratum at the position of the non-groove to be excavated is a water-rich silt stratum non-excavation section, the water-rich silt stratum non-excavation section is divided into a water-rich silt stratum maintaining section 6-1 and a water-rich silt stratum groove wall section 6-2 by the reinforced pile wall 7, the wall bottom of the reinforced pile wall 7 extends into the soil layer of the non-excavation soil body 1 at the lower side of the water-rich silt stratum, the wall top of the reinforced pile wall 7 extends into the soil layer of the trenchless soil body 1 on the upper side of the water-rich silt stratum, the adjacent water-rich silt stratum maintaining section 6-1 and the water-rich silt stratum groove wall section 6-2 are completely divided by a reinforced pile wall 7, and the situation that the water rich in the water-rich silt stratum maintaining section 6-1 is gushed into the water-rich silt stratum groove wall section 6-2 is avoided.
In this embodiment, the minimum distance between two of the reinforced pile walls 7 is smaller than the width of the groove to be excavated.
It should be noted that the purpose of the minimum distance between two of the reinforced pile walls 7 being smaller than the width of the groove to be excavated is to freeze or partially freeze the bottom of the water-rich silt formation of the groove section to be excavated, so as to reinforce and prevent the quicksand from being damaged.
In this embodiment, the freezing liquid is brine.
In this embodiment, the temperature measuring pipe penetrates through the trenchless soil body 1 and extends into the bottom of the water-rich silt stratum, and the pressure relief pipe extends into the pre-excavated soil body 2 at the top of the water-rich silt stratum.
It should be noted that the temperature measuring pipe penetrates through the trenchless soil body 1 and extends into the bottom of the water-rich silt stratum to measure the temperature of the water-rich silt stratum, so that the measurement of the freezing temperature of the water-rich silt stratum is realized, the pressure relief pipe extends into the pre-excavated soil body 2 at the top of the water-rich silt stratum and cannot extend into the water-rich silt stratum, the problem that the pressure cannot be released due to the fact that the end of the pressure relief pipe is frozen is avoided, the pressure relief pipe can play a role in releasing the frost-heaving pressure and can also play a role in judging the intersection of the frozen wall, frost-heaving is that the soil body is cooled due to the fact that the freezing pipe absorbs heat in the soil body, and when the temperature of the soil body is lower than the initial freezing temperature, the. The active freezing duration is long, so that the pressure in the freezing wall is increased after the soil body is frozen to generate water deviation and is frozen to cross the wall, the pressure generated by frost heaving needs to be reduced by a pressure relief pipe, the ground surface bulge is particularly concerned after the soil body is circled, and the position of the pressure relief pipe can be increased or reduced according to the actual situation. According to the actual construction situation, if an underground pipeline or other existing tunnels needing protection are arranged near a construction site, a pressure relief hole can be properly added near the underground pipeline or other existing tunnels, and the change rate of the frozen wall and the pipeline displacement situation can be concerned at any time. A frost heaving pressure measuring device is required to be arranged in the pressure relief pipe to be matched with the temperature measuring pipe to judge the condition of the frost heaving ring, if the mud water does not flow out from the pressure relief hole any more, the frost heaving pressure is released.
When the method is implemented, each piece of underground diaphragm wall is taken as a unit, the measurement and the pay-off are carried out on the ground, the positions of a freezing hole, a temperature measuring hole and a pressure relief hole are sequentially positioned according to the design, an inclined hole drilling machine is installed, holes are drilled on two sides of a groove to be excavated in a split manner by using a pipe following drilling method, an inclined freezing pipe, a vertical temperature measuring pipe and a pressure relief pipe are drilled at a preset position, the detection ensures that the pipe is drilled at a preset depth and does not deviate from a preset angle, the bottom of the corresponding pipe is sealed, brine circulation, ammonia circulation and cooling water circulation are carried out after a conveying branch pipe 11 and a conveying main pipe 12 are connected, cold energy is reduced as much as possible through a freezing pipe connecting section 9, a connecting pipe 10, the conveying branch pipe 11 and a heat insulation layer 16 arranged in the conveying branch pipe 12, each state parameter is timely adjusted after the actual freezing state of the water-rich silt stratum is monitored, the method is characterized in that inclined reinforced pile walls 7 are formed on two sides of the water-rich silt stratum to prevent collapse of the groove, the temperature of saline water is adjusted according to specific conditions on site after formal excavation, maintenance and freezing are carried out, the operation is carried out on the rear construction section in a circulating reciprocating mode after the front construction section is finished, continuous flow construction is realized, continuous freezing of the water-rich silt stratum is realized, and finally the reinforced pile walls 7 with wide upper part intervals and narrow lower part intervals are obtained.
The above description is only a preferred embodiment of the present invention, and is not intended to limit the present invention, and all simple modifications, changes and equivalent structural changes made to the above embodiment according to the technical spirit of the present invention still fall within the protection scope of the technical solution of the present invention.
Claims (8)
1. The method for reinforcing the water-rich silt stratum by obliquely arranging a plurality of rows of freezing pipes is characterized by comprising the following steps of:
step one, measurement and paying-off: exploring the water-rich silt stratum, confirming the thickness and depth distribution of the water-rich silt stratum, exploring the underground water distribution, the pressure bearing size and the osmotic pressure distribution, acquiring the number, the spacing and the inclination angle of freezing holes, and simultaneously determining the positions and the number of temperature measuring holes (4) and pressure releasing holes (5);
the freezing holes are inclined holes (3), and the inclined holes (3) are symmetrically arranged in pairs along the length direction of the groove to be dug;
step two, drilling with a pipe: drilling an inclined hole (3) at the designed position of the inclined hole (3), vertically drilling a hole at the designed position of the temperature measuring hole (4) and drilling a sleeve, obtaining the temperature measuring hole (4), and positioning the temperature measuring pipe; the temperature measuring pipe extends into the bottom of the water-rich silt stratum, vertical pipe following drilling is carried out at the design position of the pressure relief hole (5), the pressure relief hole (5) is obtained, the pressure relief pipe is in place, and the pressure relief pipe extends into a soil layer on the upper side of the water-rich silt stratum;
the distance between the tops of the paired symmetrical inclined holes (3) is larger than the distance between the bottoms of the paired symmetrical inclined holes (3);
the to-be-excavated groove is of a cubic structure, and the connecting line of the projections of the paired symmetrical inclined holes (3) on the ground is vertical to the central axis of the to-be-excavated groove in the length direction;
step three, obliquely arranging a plurality of rows of freezing pipes: freezing pipes are inserted into each inclined hole (3) along with pipe drilling, two freezing pipes which are symmetrically and obliquely arranged on two sides of the groove to be excavated form a freezing pipe assembly, and a plurality of rows of freezing pipe assemblies are arranged along the length direction of the groove to be excavated;
the freezing pipe comprises a freezing pipe sealing section (8) extending into the water-rich silt stratum and a freezing pipe connecting section (9) located in a soil layer on the upper side of the water-rich silt stratum, the freezing pipe connecting section (9) is communicated with a conveying branch pipe (11) through a connecting pipe (10), and the conveying branch pipe (11) is connected with a freezing station (13) through a conveying main pipe (12);
the liquid supply pipe (14) is led out from the freezing station (13) and extends into the freezing pipe sealing section (8), the liquid return pipe (15) is connected to the freezing station (13) from the freezing pipe sealing section (8), and the length of the liquid return pipe (15) positioned on the freezing pipe sealing section (8) is smaller than that of the liquid supply pipe (14) positioned on the freezing pipe sealing section (8);
the projection of the main conveying pipe (12) on the ground and the projection of the branch conveying pipe (11) on the ground are not intersected with the pre-excavated soil body (2);
step four, reinforcing the water-rich silt stratum: and starting the freezing station (13), enabling freezing liquid to enter the freezing pipe sealing section (8) through the main conveying pipe (12), the branch conveying pipes (11), the connecting pipe (10) and the freezing pipe connecting section (9) in the liquid supply pipe (14), carrying out heat exchange on the water-rich silt stratum to freeze the water-rich silt stratum, enabling the liquid after heat exchange to flow back to the freezing station (13) through the freezing pipe connecting section (9), the connecting pipe (10), the branch conveying pipes (11) and the main conveying pipe (12) in the liquid return pipe (15), and realizing continuous freezing of the water-rich silt stratum to form two symmetrically and obliquely arranged reinforcing pile walls (7) on two sides of the water-rich silt stratum to be dug, wherein the bottom space of the two reinforcing pile walls (7) is smaller than the top space of the two reinforcing pile walls (7).
2. The method of consolidating a water-rich silt formation with a plurality of rows of freezing tubes arranged in an inclined manner according to claim 1, wherein: and heat insulation layers (16) are arranged in the freezing pipe connecting section (9), the connecting pipe (10), the conveying branch pipe (11) and the conveying main pipe (12).
3. The method of consolidating a water-rich silt formation with a plurality of rows of freezing tubes arranged in an inclined manner according to claim 1, wherein: the length of the reinforced pile wall (7) is not less than that of the groove to be excavated.
4. The method of consolidating a water-rich silt formation with a plurality of rows of freezing tubes arranged in an inclined manner according to claim 1, wherein: the wall bottom of the reinforced pile wall (7) extends into a soil layer of which the non-excavation soil body (1) is positioned on the lower side of the water-rich silt stratum, and the wall top of the reinforced pile wall (7) extends into a soil layer of which the non-excavation soil body (1) is positioned on the upper side of the water-rich silt stratum.
5. The method of consolidating a water-rich silt formation with a plurality of rows of freezing tubes arranged in an inclined manner according to claim 1, wherein: the minimum distance between the two reinforced pile walls (7) is smaller than the width of the groove to be excavated.
6. The method of consolidating a water-rich silt formation with a plurality of rows of freezing tubes arranged in an inclined manner according to claim 1, wherein: and in the second step, drilling the inclined hole (3) at the designed position of the inclined hole (3) by using an inclined hole drilling machine.
7. The method of consolidating a water-rich silt formation with a plurality of rows of freezing tubes arranged in an inclined manner according to claim 1, wherein: the freezing liquid is saline water.
8. The method of consolidating a water-rich silt formation with a plurality of rows of freezing tubes arranged in an inclined manner according to claim 1, wherein: the temperature measuring pipe penetrates through a non-excavation soil body (1) and extends into the bottom of the water-rich silt stratum, and the pressure relief pipe extends into a pre-excavation soil body (2) at the top of the water-rich silt stratum.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010812770.1A CN111945704A (en) | 2020-08-13 | 2020-08-13 | Method for reinforcing water-rich silt stratum by obliquely arranging multiple rows of freezing pipes |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010812770.1A CN111945704A (en) | 2020-08-13 | 2020-08-13 | Method for reinforcing water-rich silt stratum by obliquely arranging multiple rows of freezing pipes |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN111945704A true CN111945704A (en) | 2020-11-17 |
Family
ID=73341932
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010812770.1A Pending CN111945704A (en) | 2020-08-13 | 2020-08-13 | Method for reinforcing water-rich silt stratum by obliquely arranging multiple rows of freezing pipes |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111945704A (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112431189A (en) * | 2020-11-30 | 2021-03-02 | 中铁二十局集团第一工程有限公司 | Advanced freezing and reinforcing method for water-rich silt stratum for underground continuous wall construction |
| CN114922167A (en) * | 2022-05-22 | 2022-08-19 | 中建八局第二建设有限公司 | Prefabricated square pile for geological condition of mud flat sludge, construction method and composition |
| CN116164166A (en) * | 2023-02-15 | 2023-05-26 | 长江生态环保集团有限公司 | Freezing construction auxiliary equipment and method for grooving buried pipe |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1534142A (en) * | 2003-04-01 | 2004-10-06 | 中国矿业大学 | Underground continuous wall frozen construction method |
| KR20080079090A (en) * | 2007-02-26 | 2008-08-29 | 김상록 | Ground freezing process of underground structure outblock |
| JP2017106210A (en) * | 2015-12-09 | 2017-06-15 | 鹿島建設株式会社 | Construction method of freezing pipe |
| CN108374664A (en) * | 2018-02-07 | 2018-08-07 | 中铁十二局集团有限公司 | The closed station-crossing construction method of ventilating shaft steel bushing among rich water soft soil layer |
| CN109162298A (en) * | 2018-10-30 | 2019-01-08 | 桂林理工大学 | A kind of construction method of hydrous fluids pipe gallery |
| CN208396715U (en) * | 2018-06-20 | 2019-01-18 | 北京城建集团有限责任公司 | A kind of leading pilot tunnel of running tunnel freezes water sealing structure |
| CN110159275A (en) * | 2019-06-26 | 2019-08-23 | 中交路桥建设有限公司 | Water-rich sand layer geology Metro Thoroughfare freezing hole arragement construction and construction method |
| CN110685697A (en) * | 2019-09-28 | 2020-01-14 | 中铁九局集团第四工程有限公司 | Freezing construction method and freezing system for connection channel |
-
2020
- 2020-08-13 CN CN202010812770.1A patent/CN111945704A/en active Pending
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1534142A (en) * | 2003-04-01 | 2004-10-06 | 中国矿业大学 | Underground continuous wall frozen construction method |
| KR20080079090A (en) * | 2007-02-26 | 2008-08-29 | 김상록 | Ground freezing process of underground structure outblock |
| JP2017106210A (en) * | 2015-12-09 | 2017-06-15 | 鹿島建設株式会社 | Construction method of freezing pipe |
| CN108374664A (en) * | 2018-02-07 | 2018-08-07 | 中铁十二局集团有限公司 | The closed station-crossing construction method of ventilating shaft steel bushing among rich water soft soil layer |
| CN208396715U (en) * | 2018-06-20 | 2019-01-18 | 北京城建集团有限责任公司 | A kind of leading pilot tunnel of running tunnel freezes water sealing structure |
| CN109162298A (en) * | 2018-10-30 | 2019-01-08 | 桂林理工大学 | A kind of construction method of hydrous fluids pipe gallery |
| CN110159275A (en) * | 2019-06-26 | 2019-08-23 | 中交路桥建设有限公司 | Water-rich sand layer geology Metro Thoroughfare freezing hole arragement construction and construction method |
| CN110685697A (en) * | 2019-09-28 | 2020-01-14 | 中铁九局集团第四工程有限公司 | Freezing construction method and freezing system for connection channel |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112431189A (en) * | 2020-11-30 | 2021-03-02 | 中铁二十局集团第一工程有限公司 | Advanced freezing and reinforcing method for water-rich silt stratum for underground continuous wall construction |
| CN114922167A (en) * | 2022-05-22 | 2022-08-19 | 中建八局第二建设有限公司 | Prefabricated square pile for geological condition of mud flat sludge, construction method and composition |
| CN116164166A (en) * | 2023-02-15 | 2023-05-26 | 长江生态环保集团有限公司 | Freezing construction auxiliary equipment and method for grooving buried pipe |
| CN116164166B (en) * | 2023-02-15 | 2024-05-10 | 长江生态环保集团有限公司 | Freezing construction auxiliary equipment and method for grooving buried pipe |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN111945704A (en) | Method for reinforcing water-rich silt stratum by obliquely arranging multiple rows of freezing pipes | |
| CN104963334B (en) | Reinforced with slip casting freezing pipe and freeze the construction method that service channel suppresses frozen swell and melt settlement | |
| JP2021534337A (en) | Freezing method and freezing system for connecting passages | |
| CN107989121B (en) | Freezing structure for protecting municipal pipelines in city | |
| CN102787846B (en) | Upper-blocking and lower-draining construction method for undersea tunnel fault fracture zone | |
| US12000626B2 (en) | Geothermal development system and the construction method thereof | |
| CN104088652B (en) | A kind of pipe interlude horizontal dynamic controlling freezes water-stop method | |
| CN111593726A (en) | Joint reinforcement method for underground tunnel penetrating sensitive pipeline of water-rich stratum and butt joint of existing structure MJS + artificial freezing | |
| CN205975649U (en) | Freezing pipe curtain steel pipe supporting construction | |
| CN108825247B (en) | External inclination side wall horizontal bottom-making basin-shaped freezing water stop construction method for 8 pilot tunnel PBA construction method | |
| CN109026055B (en) | Freezing wall enclosure structure in portal ring beam construction and construction method thereof | |
| CN110878697A (en) | Shield underwater receiving method next to urban main road in high-water-rich sandy gravel stratum | |
| CN109667540A (en) | A kind of constructing ground source heat pump well process | |
| CN210714701U (en) | Freezing system for freezing construction of communication channel | |
| CN214997645U (en) | Be applicable to subway station goes out inlet pipe curtain construction pipe curtain structure | |
| CN205975648U (en) | Freezing pipe curtain steel pipe | |
| CN112431189A (en) | Advanced freezing and reinforcing method for water-rich silt stratum for underground continuous wall construction | |
| CN209780896U (en) | freezing device for tunnel excavation by freezing method | |
| CN212865905U (en) | Freezing pipe arrangement system suitable for reinforcing water-rich silt stratum | |
| CN212926044U (en) | Rich water silt stratum reinforced structure | |
| CN116164166B (en) | Freezing construction auxiliary equipment and method for grooving buried pipe | |
| CN216551888U (en) | Stratum freezing structure | |
| CN107938647B (en) | Protect the frozen construction method of municipal pipeline | |
| CN215761671U (en) | Big pipe roof construction structures based on accuse is crept into to hydrologic cycle | |
| CN218759881U (en) | Freezing ejection structure of connecting channel |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20201117 |
|
| RJ01 | Rejection of invention patent application after publication |