CN107989152B - Freezing structure for protecting municipal pipeline - Google Patents

Freezing structure for protecting municipal pipeline Download PDF

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Publication number
CN107989152B
CN107989152B CN201711209771.1A CN201711209771A CN107989152B CN 107989152 B CN107989152 B CN 107989152B CN 201711209771 A CN201711209771 A CN 201711209771A CN 107989152 B CN107989152 B CN 107989152B
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CN
China
Prior art keywords
freezing
pipes
pipe
depth
soil
Prior art date
Application number
CN201711209771.1A
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Chinese (zh)
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CN107989152A (en
Inventor
叶香竹
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叶香竹
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Publication date
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Priority to CN201711209771.1A priority Critical patent/CN107989152B/en
Priority to CN201610311186.1A priority patent/CN105862932B/en
Publication of CN107989152A publication Critical patent/CN107989152A/en
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Publication of CN107989152B publication Critical patent/CN107989152B/en

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Classifications

    • EFIXED CONSTRUCTIONS
    • E03WATER SUPPLY; SEWERAGE
    • E03FSEWERS; CESSPOOLS
    • E03F3/00Sewer pipe-line systems
    • EFIXED CONSTRUCTIONS
    • E03WATER SUPPLY; SEWERAGE
    • E03BINSTALLATIONS OR METHODS FOR OBTAINING, COLLECTING, OR DISTRIBUTING WATER
    • E03B7/00Water main or service pipe systems
    • E03B7/09Component parts or accessories
    • E03B7/10Devices preventing bursting of pipes by freezing
    • E03B7/12Devices preventing bursting of pipes by freezing by preventing freezing
    • FMECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
    • F16ENGINEERING ELEMENTS AND UNITS; GENERAL MEASURES FOR PRODUCING AND MAINTAINING EFFECTIVE FUNCTIONING OF MACHINES OR INSTALLATIONS; THERMAL INSULATION IN GENERAL
    • F16LPIPES; JOINTS OR FITTINGS FOR PIPES; SUPPORTS FOR PIPES, CABLES OR PROTECTIVE TUBING; MEANS FOR THERMAL INSULATION IN GENERAL
    • F16L57/00Protection of pipes or objects of similar shape against external or internal damage or wear
    • F16L57/02Protection of pipes or objects of similar shape against external or internal damage or wear against cracking or buckling
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D31/00Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
    • E02D31/08Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against transmission of vibrations or movements in the foundation soil
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D31/00Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
    • E02D31/10Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D3/00Improving or preserving soil or rock, e.g. preserving permafrost soil
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D3/00Improving or preserving soil or rock, e.g. preserving permafrost soil
    • E02D3/11Improving or preserving soil or rock, e.g. preserving permafrost soil by thermal, electrical or electro-chemical means
    • E02D3/115Improving or preserving soil or rock, e.g. preserving permafrost soil by thermal, electrical or electro-chemical means by freezing
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D3/00Improving or preserving soil or rock, e.g. preserving permafrost soil
    • E02D3/12Consolidating by placing solidifying or pore-filling substances in the soil
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D31/00Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
    • E02D31/10Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure
    • E02D31/14Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure against frost heaves in soil

Abstract

The invention discloses a freezing structure for protecting municipal pipelines, which is characterized in that a stress release hole is arranged at a position 15-20 m away from a newly built building, a freezing pipe is arranged at a position 7-9 m away from the stress release hole, and a circular arc frozen wall is formed after freezing construction is finished; the adjacent rows of freezing pipes are arranged in a quincunx crossed manner, a temperature measuring pipe is arranged between the adjacent rows of freezing pipes at the end part, and the depth of the temperature measuring pipe is the same as that of the freezing pipes; the freezing pipes are connected by adopting a thread and a sealing agent, and the joints are subjected to repair welding to ensure the concentricity and welding strength among all pipe joints; and arranging an anti-frost-heaving ditch at a distance of 35-50 m away from the newly-built building.

Description

Freezing structure for protecting municipal pipeline

Technical Field

The invention relates to a freezing structure for protecting municipal pipelines, which is suitable for the municipal field.

Background

With the development of basic construction, buildings (structures) and roads in cities are more and more dense, a large number of municipal pipelines are buried underground, and due to the shortage of land, projects are built in dense building groups, and due to the fact that the municipal pipelines are damaged by soil-squeezing pile construction, the cases of damage to the municipal pipelines caused by the soil-squeezing pile construction happen occasionally, so that the problem of how to prevent the soil-squeezing pile construction from influencing the municipal pipelines is paid attention to engineers.

Disclosure of Invention

The invention provides a structure for protecting municipal pipelines, which solves the problem of influence of traditional soil-extruding pile construction on the municipal pipelines.

The stress release holes are arranged at a distance of 15-20 m from a newly-built building, the diameter of each stress release hole is 500-700 mm, the depth of each stress release hole is 18-25 mm, and bamboo cages are placed in the stress release holes to prevent the stress release holes from collapsing during construction of the newly-built building.

A freezing pipe is arranged at a distance of 7-9 m away from the stress release hole, the diameter of the freezing pipe is 90-150 mm, and the wall thickness of the freezing pipe is 5-8 mm. The freezing pipes are arranged in three rows, each row of freezing pipes is arranged into an arc shape, an arc-shaped frozen wall can be formed after freezing construction is finished, and the horizontal extrusion force generated during soil-extruding pile construction can be converted into oblique force by the arc-shaped frozen wall relative to a straight frozen wall, so that the horizontal extrusion force is effectively resisted. The freezing pipes in adjacent rows are arranged in a quincunx crossing mode, the depth of the freezing pipes is 16-20 m, the distance between the freezing pipes is 500-600 mm, temperature measuring pipes are arranged between the freezing pipes in the adjacent rows at the end portions, the depth of the temperature measuring pipes is the same as that of the freezing pipes, and the expansion speed of frozen soil during freezing construction is 20-25 mm/d. The freezing pipes are connected by adopting a thread and a sealing agent, and the joints are subjected to repair welding to ensure the concentricity and the welding strength among all pipe joints.

According to the characteristics of the arc freezing wall, the freezing pipe is frozen by liquid nitrogen, the temperature of the outlet of the liquid nitrogen storage tank is controlled to be-150 to-170 ℃, the pressure is controlled to be 0.05 to 0.1MPa, the liquid nitrogen uses a heat dissipation plate in a loop to adjust the temperature, and a stop valve on the liquid nitrogen storage tank is used for adjusting the pressure. Because the liquid nitrogen temperature is low, the temperature difference between the inside and the outside of the pipe is large, and the cold loss is easy to generate, the pipeline needs to be subjected to heat preservation treatment, and the nitrogen supply main pipe is wrapped by 2 layers of 10 mm-thick polyethylene heat preservation materials and 3 layers of sealing films alternately. According to the test result, the supply amount of liquid nitrogen for achieving the frozen soil expansion speed of 20-25 mm/d is 1.2-1.3 t per hour. The pressure of the freezing pipe is controlled to be 0.05-0.1 MPa.

Arranging an anti-frost-heaving ditch at a distance of 35-50 m away from the newly-built building, wherein the width of the anti-frost-heaving ditch is 600-800 mm, the depth is determined according to the soil quality condition, and when the soil quality is clay, the depth is more than 700mm and less than or equal to 800 mm; when the soil is silt, the depth is more than 600mm and less than or equal to 700 mm; when the soil is sandy soil, the depth is 600 mm. Tests show that the frost heaving conditions of different soil qualities are different, the clay is the largest, the silt is the second, and the sandy soil is the smallest.

In order to avoid overlarge frost heaving deformation of the soil body, the frost heaving of the soil body is tested, and construction control is carried out. If the maximum frost heaving amount of the soil body exceeds or is equal to 3mm, the freezing speed needs to be increased, and the frozen soil expansion speed is 25-35 mm/d.

In order to further prevent horizontal extrusion force generated during construction from influencing a pipeline joint, three cement mixing piles are arranged at the pipeline joint, the diameter of each cement mixing pile is 450-550 mm, the cement mixing piles are arranged in a meshed mode, and moso bamboos are inserted into the cement mixing piles to resist the horizontal extrusion force generated during construction.

The construction steps comprise:

(1) arranging freezing devices

The bottom of the freezing pipe is provided with a drill bit, and the drill bit rotates to stir the soil body and simultaneously freezes the pipe to sink.

Freezing the borehole deviation is a difficult problem encountered in engineering, and in order to solve the problem, the invention adopts the following method for controlling the drilling process: the flashlight is placed in the freezing pipe to serve as an observation mark, the position of lamplight in the pipe is observed in a segmented mode through a theodolite with an optical pair electric appliance, the actual deviation distance, the deviation direction and the deviation rate of the drill hole at a certain depth are analyzed according to the similar triangle principle, and the deviation rate of the drill hole is controlled within 3%.

(2) Construction of cement mixing pile

(3) Excavation frost heaving prevention ditch

(4) Stress relief hole for excavation

(5) Freezing construction

The temperature of the positive freezing period is-30 ℃ to-32 ℃, and the temperature of the maintenance freezing period is-28 ℃ to-30 ℃.

(6) Thaw collapse compensation grouting

After thawing, the soil body sinks, so that a thawing-sinking compensation measure needs to be taken. When the sinking rate of the soil body after thawing is more than or equal to 3mm, injecting mixed liquid of cement and water glass into the frozen soil area, wherein the mixed liquid of cement and water glass is prepared according to the following proportion: the volume ratio of the cement paste to the water glass solution is 1:1, wherein the water cement ratio of the cement paste is 1, and the water glass solution is diluted by B35-B40 water glass and water added by 1-2 times of volume. The grouting pressure is 0.4-0.5 MPa.

The invention has safe and reliable operation and good performance of the protection structure.

Drawings

FIG. 1 is a schematic diagram of a structure for protecting municipal pipelines.

The reference symbols: 1. stress release hole, 2, freezing pipe, 3, temperature measuring pipe, 4, anti-freezing expansion groove, 5, cement mixing pile, 6 and pipeline.

Detailed Description

The present embodiment is described in detail below with reference to the accompanying drawings.

The present embodiment arranges stress release holes 1 at a distance of 18m from the newly built building, the diameter of the stress release holes 1 being 600mm, and the depth of the stress release holes 1 being 20 mm.

The freezing pipe 2 is arranged at a distance of 8m from the stress release hole, the diameter of the freezing pipe 2 is 100mm, and the wall thickness of the freezing pipe 2 is 6 mm. The freezing pipes 2 are arranged in three rows, each row of the freezing pipes 2 is arranged in an arc shape, and after freezing construction is finished, an arc-shaped frozen wall can be formed. The freezing pipes 2 in the adjacent rows are arranged in a quincunx-shaped crossed mode, the depth of each freezing pipe 2 is 18m, the distance between every two freezing pipes 2 is 550mm, the temperature measuring pipe 3 is arranged between the freezing pipes 2 in the adjacent rows at the end portions, the depth of each temperature measuring pipe 3 is the same as that of each freezing pipe 2, and the expansion speed of frozen soil during freezing construction is 20-25 mm/d. The freezing pipes 2 are connected by adopting a thread and a sealing agent, and the joints are subjected to repair welding to ensure the concentricity and the welding strength among all pipe joints.

The freezing pipe 2 is frozen by liquid nitrogen, the temperature of the outlet of the liquid nitrogen storage tank is controlled at minus 160 ℃, the pressure is controlled at 0.08MPa, the liquid nitrogen uses a heat dissipation plate in a loop to adjust the temperature, and a stop valve on the liquid nitrogen storage tank is used for adjusting the pressure. And (3) carrying out heat preservation treatment on the pipeline, wherein the nitrogen supply main pipe is alternately wrapped by 2 layers of 10 mm-thick polyethylene heat preservation materials and 3 layers of sealing films. The supply amount of the liquid nitrogen is 1.2-1.3 t per hour. The pressure of the freezing pipe 2 is controlled at 0.08 MPa.

And arranging an anti-frost heaving ditch 4 at a distance of 38m from the newly built building, wherein the width of the anti-frost heaving ditch 4 is 700mm, and the depth of the anti-frost heaving ditch is 650 mm.

If the maximum frost heaving amount of the soil body exceeds or is equal to 3mm, the freezing speed needs to be increased, and the frozen soil expansion speed is 25-35 mm/d.

Three cement mixing piles 5 are arranged at the joint position of the pipeline 6, the diameter of each cement mixing pile 5 is 500mm, the cement mixing piles 5 are arranged in a meshing mode, and moso bamboos are inserted into the cement mixing piles 5.

The construction steps comprise:

(1) arranging freezing devices

The bottom of the freezing pipe 2 is provided with a drill bit, and the drill bit rotates to stir the soil body and simultaneously the freezing pipe 2 sinks for construction.

The following method is adopted to control the drill hole deflection: the flashlight is placed in the freezing pipe 2 to serve as an observation mark, the position of lamplight in the pipe is observed in a segmented mode through a theodolite with an optical pair electric appliance, the actual deviation distance, the deviation direction and the deviation rate of the drill hole at a certain depth are analyzed according to the similar triangle principle, and the deviation rate of the drill hole is controlled within 3%.

(2) Construction of cement mixing pile 5

(3) Excavation frost heaving prevention ditch 4

(4) Excavation stress relief hole 1

(5) Freezing construction

The temperature of the positive freezing period is-30 ℃ to-32 ℃, and the temperature of the maintenance freezing period is-28 ℃ to-30 ℃.

(6) Thaw collapse compensation grouting

When the sinking rate of the soil body after thawing is more than or equal to 3mm, injecting mixed liquid of cement and water glass into the frozen soil area, wherein the mixed liquid of cement and water glass is prepared according to the following proportion: the volume ratio of the cement paste to the water glass solution is 1:1, wherein the water cement ratio of the cement paste is 1, and the water glass solution is diluted by B35-B40 water glass and water added by 1-2 times of volume. The grouting pressure is 0.4-0.5 MPa.

Claims (1)

1. A freezing structure for protecting municipal pipelines is characterized in that stress release holes are arranged at a distance of 15-20 m from a newly built building, the diameter of each stress release hole is 500-700 mm, and the depth of each stress release hole is 18-25 mm; arranging a freezing pipe at a distance of 7-9 m away from the stress release hole, wherein the stress release hole is arranged between the newly-built building and the freezing pipe, the diameter of the freezing pipe is 90-150 mm, and the wall thickness of the freezing pipe is 5-8 mm; the freezing pipes are arranged in three rows, each row of the freezing pipes is arranged in an arc shape, and an arc-shaped frozen wall can be formed after freezing construction is finished; the freezing pipes in adjacent rows are arranged in a quincunx crossed manner, the depth of the freezing pipes is 16-20 m, the distance between the freezing pipes is 500-600 mm, temperature measuring pipes are respectively arranged on two sides of the end part of one row of the freezing pipes, the depth of the temperature measuring pipes is the same as that of the freezing pipes, and the spreading speed of frozen soil during freezing construction is 20-25 mm/d; the freezing pipes are connected by adopting a thread and a sealing agent, and the joints are subjected to repair welding to ensure the concentricity and welding strength among all pipe joints; the pressure of the freezing pipe is controlled to be 0.05-0.1 MPa; arranging an anti-frost-heaving ditch at a distance of 35-50 m from the newly built building; arranging three cement mixing piles at the joint position of the pipeline, wherein the diameter of each cement mixing pile is 450-550 mm, the cement mixing piles are arranged in a meshing manner, and moso bamboos are inserted into the cement mixing piles;
the width of the anti-freezing expansion groove is 600-800 mm, the depth is determined according to the soil property condition, and when the soil property is clay, the depth is more than 700mm and less than or equal to 800 mm; when the soil is silt, the depth is more than 600mm and less than or equal to 700 mm; when the soil is sandy soil, the depth is 600 mm;
during the construction of the freezing device, the following method is adopted to control the drill hole deflection: putting a flashlight into the freezing pipe as an observation mark, observing the position of lamplight in the pipe in sections by using a theodolite, and analyzing the actual deviation distance, the deviation direction and the deviation rate of the drill hole at a certain depth according to the similar triangle principle to ensure that the deviation rate of the drill hole is less than or equal to 3 percent;
after the freezing construction is finished, adopting thaw settlement compensation grouting, when the soil body sinking rate after thawing is more than or equal to 3mm, injecting mixed liquid of cement and water glass into the frozen soil area, wherein the mixed liquid of cement and water glass adopts the following proportion: the volume ratio of the cement paste to the water glass solution is 1:1, wherein the water cement ratio of the cement paste is 1, and the water glass solution is diluted by B35-B40 water glass and water with the volume 1-2 times of that of the water glass solution; the grouting pressure is 0.4-0.5 MPa.
CN201711209771.1A 2016-04-30 2016-04-30 Freezing structure for protecting municipal pipeline CN107989152B (en)

Priority Applications (2)

Application Number Priority Date Filing Date Title
CN201711209771.1A CN107989152B (en) 2016-04-30 2016-04-30 Freezing structure for protecting municipal pipeline
CN201610311186.1A CN105862932B (en) 2016-04-30 2016-04-30 Protect the structure of municipal pipeline

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201711209771.1A CN107989152B (en) 2016-04-30 2016-04-30 Freezing structure for protecting municipal pipeline

Related Parent Applications (1)

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CN107989152B true CN107989152B (en) 2020-06-05

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Application Number Title Priority Date Filing Date
CN201610311186.1A CN105862932B (en) 2016-04-30 2016-04-30 Protect the structure of municipal pipeline
CN201711209752.9A CN107989121B (en) 2016-04-30 2016-04-30 Freezing structure for protecting municipal pipelines in city
CN201711212375.4A CN107989079B (en) 2016-04-30 2016-04-30 Structure for protecting municipal pipeline in city
CN201711209765.6A CN108036151B (en) 2016-04-30 2016-04-30 Protect the construction method of municipal pipeline
CN201711209771.1A CN107989152B (en) 2016-04-30 2016-04-30 Freezing structure for protecting municipal pipeline

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CN201610311186.1A CN105862932B (en) 2016-04-30 2016-04-30 Protect the structure of municipal pipeline
CN201711209752.9A CN107989121B (en) 2016-04-30 2016-04-30 Freezing structure for protecting municipal pipelines in city
CN201711212375.4A CN107989079B (en) 2016-04-30 2016-04-30 Structure for protecting municipal pipeline in city
CN201711209765.6A CN108036151B (en) 2016-04-30 2016-04-30 Protect the construction method of municipal pipeline

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Publication number Priority date Publication date Assignee Title
CN108797602A (en) * 2018-06-13 2018-11-13 王海霖 A kind of piled anchor and liquid nitrogen frozen soil wall composite supporting construction and its construction method
CN108797601A (en) * 2018-06-13 2018-11-13 王海霖 A kind of construction method of piled anchor and liquid nitrogen frozen soil wall composite support system
CN108797605A (en) * 2018-06-13 2018-11-13 王海霖 A kind of the piled anchor formula composite supporting construction and its construction method of combination liquid nitrogen frozen soil wall
CN108797606A (en) * 2018-06-13 2018-11-13 王海霖 A kind of construction method of protection network and liquid nitrogen frozen soil wall composite support system
CN108797603A (en) * 2018-06-13 2018-11-13 王海霖 A kind of protection network and liquid nitrogen frozen soil wall composite supporting construction and its construction method

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CN105862932A (en) 2016-08-17
CN107989152A (en) 2018-05-04
CN108036151A (en) 2018-05-15
CN107989079B (en) 2020-06-12
CN107989121B (en) 2020-06-05
CN107989079A (en) 2018-05-04
CN105862932B (en) 2018-08-17
CN108036151B (en) 2019-06-04
CN107989121A (en) 2018-05-04

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