CN114562276A - Rock jacking pipe construction method for reducing resistance by using underground water buoyancy - Google Patents
Rock jacking pipe construction method for reducing resistance by using underground water buoyancy Download PDFInfo
- Publication number
- CN114562276A CN114562276A CN202210189850.5A CN202210189850A CN114562276A CN 114562276 A CN114562276 A CN 114562276A CN 202210189850 A CN202210189850 A CN 202210189850A CN 114562276 A CN114562276 A CN 114562276A
- Authority
- CN
- China
- Prior art keywords
- pipe
- jacking
- pipe joint
- buoyancy
- water level
- 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.)
- Granted
Links
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 202
- 239000011435 rock Substances 0.000 title claims abstract description 45
- 238000010276 construction Methods 0.000 title claims abstract description 39
- 239000003673 groundwater Substances 0.000 claims abstract description 25
- 238000000034 method Methods 0.000 claims abstract description 22
- 238000007789 sealing Methods 0.000 claims abstract description 15
- 239000011148 porous material Substances 0.000 claims description 35
- 230000001050 lubricating effect Effects 0.000 claims description 28
- 239000002002 slurry Substances 0.000 claims description 22
- 239000007788 liquid Substances 0.000 claims description 15
- 230000005484 gravity Effects 0.000 claims description 9
- 238000009412 basement excavation Methods 0.000 claims description 6
- 239000003566 sealing material Substances 0.000 claims description 3
- 238000007599 discharging Methods 0.000 claims description 2
- 238000012544 monitoring process Methods 0.000 claims description 2
- 239000000243 solution Substances 0.000 description 5
- 238000005516 engineering process Methods 0.000 description 4
- 239000002689 soil Substances 0.000 description 4
- VNWKTOKETHGBQD-UHFFFAOYSA-N methane Chemical compound C VNWKTOKETHGBQD-UHFFFAOYSA-N 0.000 description 2
- 230000037396 body weight Effects 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 230000000977 initiatory effect Effects 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000003345 natural gas Substances 0.000 description 1
- 239000003208 petroleum Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 230000005641 tunneling Effects 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/003—Arrangement of measuring or indicating devices for use during driving of tunnels, e.g. for guiding machines
-
- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F16—ENGINEERING ELEMENTS AND UNITS; GENERAL MEASURES FOR PRODUCING AND MAINTAINING EFFECTIVE FUNCTIONING OF MACHINES OR INSTALLATIONS; THERMAL INSULATION IN GENERAL
- F16L—PIPES; JOINTS OR FITTINGS FOR PIPES; SUPPORTS FOR PIPES, CABLES OR PROTECTIVE TUBING; MEANS FOR THERMAL INSULATION IN GENERAL
- F16L1/00—Laying or reclaiming pipes; Repairing or joining pipes on or under water
- F16L1/024—Laying or reclaiming pipes on land, e.g. above the ground
- F16L1/028—Laying or reclaiming pipes on land, e.g. above the ground in the ground
- F16L1/036—Laying or reclaiming pipes on land, e.g. above the ground in the ground the pipes being composed of sections of short length
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Environmental & Geological Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- General Engineering & Computer Science (AREA)
- Mechanical Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention relates to the technical field of pipe-jacking tunnel engineering, and discloses a rock pipe-jacking construction method for reducing resistance by using underground water buoyancy; which comprises the following steps: s1, collecting engineering parameters needed by calculating the pipe joint contact pressure; s2, calculating a buoyancy index omega according to the engineering parameters, wherein the buoyancy index omega is the ratio of the maximum buoyancy of the underground water in the overexcavation gap of the pipe-jacking tunnel to the dead weight of the pipe joint; s3, classifying the pipe jacking engineering according to the obtained buoyancy index omega, and calculating the optimal water level height H of the groundwater in the overexcavation gap; s4, jacking, namely excavating a pipe jacking tunnel by using a jacking machine and jacking a pipe joint; in the jacking process of the pipe joints, the pipe joints are in sealing connection with the jacking machine head, and the pipe joints are in sealing connection with the tunnel portal of the jacking pipe; and controlling the water level in the overbreak gap outside the pipe joint to make the water level in the overbreak gap equal to or close to the optimal water level height H. The jacking resistance of the pipe joint can be reduced, and the jacking limit distance of the pipe jacking construction is improved.
Description
Technical Field
The invention relates to the technical field of pipe-jacking tunnel engineering, in particular to a rock pipe-jacking construction method for reducing resistance by utilizing buoyancy of underground water.
Background
The pipe-jacking method is a non-excavation tunneling type pipeline laying construction technology, has the advantages of small excavation disturbance, high excavation speed, small safety risk and the like, and is widely used for the construction of various pipelines such as underground water delivery pipelines, natural gas and petroleum pipelines, communication cables and the like.
The jacking resistance is a key factor influencing the selection of jacking equipment, the structural design of pipe joints, the arrangement of intermediate junctions and the limit jacking length, and the friction resistance is a main component of the jacking resistance in long-distance pipe jacking engineering. In actual engineering, measures such as overbreak and the like are usually adopted to reduce the frictional resistance between the outer wall of the pipeline and surrounding rock-soil bodies in the jacking process of the jacking pipe. The pipe jacking method is widely applied to pipe jacking construction of the soil stratum, and the construction technology is mature.
In recent years, with the rapid development of pipe-jacking construction technology, the application range of the pipe-jacking method is expanded from the original soil strata such as clay and sandy soil to various rock strata. The rock stratum tunnel is excavated by adopting a pipe jacking method, the wall of the tunnel is relatively stable, and the extra-pipe overexcavation gap is a stable annular cavity. In a water-rich rock stratum, due to environmental protection requirements, underground water is not allowed to be discharged at will and is discharged after being treated by a seal ring at an initiating end, the underground water is accumulated in an overbreak gap, and the buoyancy of the underground water to a pipeline cannot be ignored; in the existing pipe jacking method construction technology, the contact and stress conditions of a pipe joint and surrounding rocks under the influence of buoyancy of underground water in a rocky stratum are not sufficiently researched, and the buoyancy of the underground water to a pipeline is not fully utilized.
Disclosure of Invention
Aiming at the defects in the prior art, the invention provides a rock pipe jacking construction method for reducing resistance by using underground water buoyancy; the buoyancy of underground water can be utilized to reduce the friction between the pipe joints and surrounding rocks and reduce the jacking resistance of the pipe joints, so that the jacking distance of the jacking pipe construction limit is increased, the number of relays is reduced, and the jacking pipe construction progress is accelerated.
In order to achieve the purpose, the rock pipe jacking construction method utilizing the buoyancy of the underground water to reduce the resistance comprises the following steps:
s1, collecting engineering parameters needed by calculating the contact pressure of the pipe joint, wherein the engineering parameters comprise the inner radius r of the pipe joint0Outer radius r of pipe joint1Tube section gravity gammacAnd the water body gravity gamma of the underground water in the super-excavation gapw；
S2, calculating a buoyancy index omega according to the engineering parameters, wherein the buoyancy index omega is the ratio of the maximum buoyancy of the underground water in the overexcavation gap of the pipe-jacking tunnel to the dead weight of the pipe joint;
s3, classifying the pipe jacking project according to the obtained buoyancy index omega, and calculating the optimal water level height H of the underground water in the overexcavation gap according to the classification result of the pipe jacking project and the project parameters;
s4, jacking, namely excavating a pipe jacking tunnel by using a jacking machine and jacking a pipe joint; in the jacking process of the pipe joints, the pipe joints are in sealing connection with the jacking machine head, and the pipe joints are in sealing connection with the tunnel portal of the jacking pipe; and controlling the water level in the overbreak gap outside the pipe joint to enable the water level in the overbreak gap to be equal to or close to the optimal water level height H.
Further, the optimal water level height H is the water level height when the water in the super-excavation gap generates buoyancy on the pipe joint and the contact pressure between the pipe joint and the surrounding rock at the lower part of the pipe-jacking tunnel reaches the minimum.
Further, the calculation formula of the buoyancy index Ω is:
wherein, K ═ r1/r0。
Further, the pipe jacking projects with the buoyancy index omega satisfying 0< omega < 1 are classified into first-class pipe jacking projects, and the optimal water level height H corresponds to the condition that the underground water just submerges the top of the pipe section;
the pipe jacking project with the buoyancy index omega satisfying omega >1 is classified into a second type of pipe jacking project, and the optimal water level height H is determined according to a pipe joint-surrounding rock contact pressure formula:
calculated contact pressure FnWhen the water level is 0, the corresponding groundwater level; in the formula, thetawThe height of the liquid level of the underground water corresponds to the central angle of the circle center of the pipe joint, and the pipe joint is simpleReferred to as the liquid surface angle.
Further, the step of calculating the optimal water level height H corresponding to the second type of pipe jacking project further comprises:
solving the contact pressure F by using Mathemitica softwarenLiquid surface angle theta equal to 0wAccording to the liquid surface angle thetawAnd converting the relation between the diameter of the pipe joint and the diameter of the pipe joint to obtain the optimal water level height H corresponding to the underground water.
Further, the method for excavating the jacking pipe tunnel and jacking the pipe joint by using the jacking machine further comprises the following steps: and arranging a lubricating slurry grouting pipeline inside the pipe joint, and injecting lubricating slurry into the overbreak gap outside the pipe joint or discharging underground water by using the lubricating slurry grouting pipeline.
Further, the control of the water level in the overbreak gap outside the pipe joint further comprises the following steps: and arranging pore water pressure gauges on two sides of the pipe joint, measuring the water pressure in the overbreak gap outside the pipe joint by using the pore water pressure gauges, comparing the water pressure measured by the pore water pressure gauges with the water pressure corresponding to the optimal water level height H, and controlling the lubricating slurry grouting pipeline to inject lubricating slurry into the overbreak gap outside the pipe joint or discharge underground water according to the comparison result so that the corresponding water level height of the pressure measured by the pore water pressure gauges is equal to the optimal water level height H.
Further, the step of arranging pore water pressure gauges at two sides of the pipe joint further comprises the following steps: setting a pore water pressure gauge embedded hole at the half-height position of two sides of the pipe joint, installing the pore water pressure gauge in the embedded hole, adjusting the pore water pressure gauge to enable the outer side of the pore water pressure gauge to be slightly lower than the outer surface of the pipe joint, and plugging a gap between the pore water pressure gauge and the embedded hole by adopting a sealing material.
Further, the rock pipe jacking construction method utilizing the buoyancy of the underground water to reduce the resistance in one embodiment further comprises the following steps: monitoring the groundwater level height in the overbreak gap in real time by utilizing a pore water pressure gauge; when the groundwater level height is lower than the optimal water level height H, a certain amount of lubricating mud is injected to the outer wall of the pipe joint through the lubricating mud grouting pipeline until the water level height outside the pipe joint is equal to the optimal water level height H; when the groundwater level is higher than the optimal water level H, the redundant groundwater is discharged through the lubricating slurry grouting pipeline, so that the groundwater level is always kept at the optimal water level H.
The rock pipe jacking construction method for reducing drag by using the buoyancy of underground water in the technical scheme at least has the following advantages:
(1) the buoyancy of underground water reduces the contact pressure between the pipe joints and the surrounding rocks, so that the friction between the pipe joints and the surrounding rocks during movement can be reduced, the jacking resistance of the pipe joints is reduced, and the jacking distance of the pipe jacking construction limit is increased. Meanwhile, under the condition of a certain jacking distance in pipe jacking construction, the total jacking force of the jacking pipe required by reducing the jacking resistance of the pipe joint is correspondingly reduced, so that the structural safety of the pipe joint and a vertical shaft counterforce wall is favorably ensured; meanwhile, the use of relays can be reduced, and the overall jacking construction efficiency of the pipe jacking project is improved.
(2) The pipe jacking project can be classified rapidly through the buoyancy index omega, so that the optimal water level height H can be calculated more conveniently.
(3) Solving the solution surface angle theta according to a pipe joint-surrounding rock contact pressure formulawAccording to the liquid surface angle thetawThe relation between the diameter of the pipe joint and the diameter of the pipe joint is converted into the optimal water level height H, so that the method is simple and convenient, and is convenient for controlling the groundwater level.
(4) The water level in the overbreak clearance is adjusted through the pore water pressure gauge and the lubricating mud grouting pipeline, so that the using amount of the lubricating mud can be reduced, and the engineering cost is reduced.
Drawings
In order to more clearly illustrate the embodiments of the present invention, the drawings, which are required to be used in the embodiments, will be briefly described below. In all the drawings, the elements or parts are not necessarily drawn to actual scale.
FIG. 1 is a flow chart of a rock pipe jacking construction method for reducing drag by using buoyancy of underground water according to an embodiment of the present invention;
FIG. 2 is a schematic structural view of a pipe-jacking tunnel in the working process of the rock pipe-jacking construction method for reducing drag by using buoyancy of underground water shown in FIG. 1;
FIG. 3 is a schematic cross-sectional structure view of the push pipe tunnel shown in FIG. 2;
reference numerals:
1-pipe joint, 2-underground water, 3-pipe-jacking tunnel, 31-overbreak gap, 4-hole sealing device, 5-pore water pressure gauge, 6-grouting pipeline, 7-grouting hole, 8-surrounding rock and 9-jacking machine head.
Detailed Description
Embodiments of the present invention will be described in detail below with reference to the accompanying drawings. The following examples are only for illustrating the technical solutions of the present invention more clearly, and therefore are only examples, and the protection scope of the present invention is not limited thereby. It is to be noted that, unless otherwise specified, technical or scientific terms used herein shall have the ordinary meaning as understood by those skilled in the art to which the invention pertains.
In the description of the present application, it is to be understood that the terms "first", "second", and the like are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implying any number of technical features indicated. In the description of the present invention, "a plurality" means two or more unless specifically defined otherwise.
Referring to fig. 1 to 3, a rock pipe jacking construction method for reducing drag by using buoyancy of underground water in one embodiment includes the following steps:
s1: engineering parameters required for calculating the contact pressure of the pipe joint 1 are collected. The engineering parameters include the inner radius r of the pipe joint0Outer radius r of pipe joint1Pipe section gravity gammacAnd the water body weight gamma of the underground water 2 in the overbreak clearance 31w. Pipe joint gravity gammacIs the gravity per unit volume of the pipe joint. Water body gravity gammawThe gravity of the groundwater 2 is the weight of the groundwater 2, and it should be noted that the groundwater 2 is contaminated with slurry and the water body is heavily gamma-saturatedwThe calculation can be made by estimating the amount of slurry mixed in. The engineering parameters may be obtained by measurement or approximation.
S2: and calculating the buoyancy index omega according to the engineering parameters. The buoyancy index omega is the ratio of the maximum buoyancy of the underground water 2 in the overbreak gap 31 of the pipe-jacking tunnel 3 to the pipe joint 1 to the dead weight of the pipe joint 1. In the specific implementation process, the calculation formula of the buoyancy index omega is as follows:
wherein, K is r1/r0。
It should be noted that the length of the pipe joint 1 is equal to the volume length of the groundwater 2 in the corresponding region, and therefore the length parameter is omitted from the calculation formula of the buoyancy index Ω.
S3: and classifying the top pipe engineering according to the obtained buoyancy index omega. And calculating the optimal water level height H of the underground water 2 in the overbreak gap 31 according to the classification result and the engineering parameters of the pipe jacking engineering. In one embodiment, the optimal water level H is the water level when the water in the overexcavation gap 31 generates buoyancy to the pipe joint 1 and the contact pressure between the pipe joint 1 and the surrounding rock 8 at the lower part of the pipe-jacking tunnel 3 reaches the minimum. In the specific implementation process, the calculation formula according to the buoyancy index omega can show that 0<Ω<And + ∞. The buoyancy index omega satisfies 0<Ω<The pipe jacking project 1 is classified as a first type pipe jacking project, and the corresponding optimal water level height H is that the underground water 2 just passes through the top of the pipe joint 1. Omega satisfies 0<Ω<During 1, the dead weight of the pipe joint 1 is always greater than the buoyancy of the underground water 2, the pipe joint 1 is always in a bottom contact state, the contact pressure of the pipe joint 1 and the surrounding rock 8 is monotonically reduced along with the increase of the water level height of the underground water 2, the optimal water level height H just submerges over the top of the pipe joint 1, and the frictional resistance of the pipe joint 1 is minimum at the moment. Therefore, the optimum water level height H is H-2 r1。
The pipe jacking project with the buoyancy index omega satisfying that omega is more than or equal to 1 is classified into a second type of pipe jacking project, and the corresponding optimal water level height H is according to a pipe joint-surrounding rock contact pressure formula:
calculated contact pressure FnAnd when the water level is 0, the corresponding groundwater level. In the formula, thetawThe central angle theta of the liquid level of the underground water 2 corresponding to the circle center of the pipe joint 1wReferred to as the liquid surface angle. When in useWhen the buoyancy of the underground water 2 to the pipe joint 1 is equal to the dead weight of the pipe joint 1, the dead weight of the pipe joint 1 is balanced with the buoyancy of the underground water 2. The contact pressure of the pipe joint 1 and the surrounding rock 8 at the top and the bottom is 0. According to the liquid surface angle thetawThe optimum water level height H can be calculated. In the specific implementation process, the contact pressure F is solved by utilizing Mathemica softwarenLiquid surface angle theta equal to 0wAccording to the liquid surface angle thetawAnd the relation between the diameter of the pipe joint 1 is converted to obtain the optimal water level height H corresponding to the underground water 2. The optimum water level height H is converted into (1-cos θ)w)r1. It should be noted that the length of the pipe joint 1 and the volume length of the groundwater 2 are both expressed by 1 unit in the pipe joint-surrounding rock contact pressure formula, and thus are omitted. The pipe jacking project can be classified rapidly through the buoyancy index omega, so that the optimal water level height H can be calculated more conveniently. Solving the solution surface angle theta according to a pipe joint-surrounding rock contact pressure formulawAccording to the liquid surface angle thetawThe relation between the water level and the diameter of the pipe joint 1 is converted into the optimal water level height H, so that the method is simple and convenient, and the water level of the underground water 2 can be conveniently controlled.
S4: and (5) jacking operation, namely excavating a jacking pipe tunnel 3 by using a jacking machine and jacking the pipe joint 1. In the jacking process of the pipe joint 1, the pipe joint 1 and the jacking machine head 9 and the pipe joint 1 and the hole of the pipe-jacking tunnel 3 are kept in sealing connection. The water level in the overbreak gap 31 outside the pipe joint 1 is controlled to make the water level in the overbreak gap 31 equal to or close to the optimum water level height H. The pipe joints 1 and the pipe joints 1, the pipe joints 1 and the jacking machine head 9 and the pipe joints 1 and the openings of the pipe-jacking tunnels 3 are in sealing connection, so that underground water 2 is prevented from entering the pipe joints 1. The sealing connection mode can adopt a rubber sealing piece or other structures. The pipe joint 1 and the opening of the top pipe tunnel 3 need to be kept movable, and a rubber sealing element, such as but not limited to a large sealing rubber ring, is preferably used as the opening sealing device 4. It can be understood that the underground water 2 generates buoyancy on the pipe joint 1, so that the contact pressure of the pipe joint 1 and the surrounding rock 8 at the bottom can be reduced, and the jacking resistance can be reduced. In a specific implementation process, the water level of the groundwater 2 may deviate from the optimal water level height H. The optimal water level height H may also be adjusted based on the above calculation, lowering the groundwater level 2 under the condition that the jacking force is sufficient, and reducing the difficulty of maintaining the groundwater level 2.
The buoyancy of the underground water 2 reduces the contact pressure between the pipe joint 1 and the surrounding rock 8, so that the friction between the pipe joint 1 and the surrounding rock 8 during movement can be reduced, the jacking resistance of the pipe joint 1 is reduced, and the jacking construction limit jacking distance is increased. Meanwhile, under the condition that the jacking distance of pipe jacking construction is fixed, the total jacking force of the pipe jacking required by reducing the jacking resistance of the pipe joint 1 is correspondingly reduced, and the structural safety of the pipe joint 1 and a vertical shaft counterforce wall is favorably ensured; meanwhile, the use of relays can be reduced, the overall jacking construction efficiency of the pipe jacking project is improved, and the pipe jacking construction progress is accelerated.
In one embodiment, the method for excavating the pipe-jacking tunnel 3 and jacking the pipe joint 1 by using the jacking machine further comprises the following steps: a lubricating slurry grouting pipeline 6 is arranged inside the pipe joint 1. And lubricating slurry is injected into the overbreak gap 31 outside the pipe joint 1 or underground water 2 is discharged by using a lubricating slurry grouting pipeline 6. In the specific implementation process, the step of controlling the water level in the overbreak gap 31 outside the pipe joint 1 further comprises the following steps: pore water pressure gauges 5 are arranged on two sides of the pipe joint 1. Specifically, a pore water pressure gauge 5 is arranged at the half-height position of two sides of the pipe joint 1. The pore water pressure gauge 5 is installed in the embedded hole. The pore water pressure gauge 5 is adjusted so that the outside of the pore water pressure gauge 5 is slightly lower than the outer surface of the pipe joint 1. And sealing the gap between the pore water pressure gauge 5 and the pre-buried hole by using a sealing material. And the pore water pressure gauge 5 is used for measuring the water pressure in the overbreak gap 31 outside the pipe joint 1, and the water pressure measured by the pore water pressure gauge 5 is compared with the water pressure corresponding to the optimal water level height H. And controlling the lubricating slurry grouting pipeline 6 to inject lubricating slurry into the overbreak gap 31 outside the pipe joint 1 or discharge underground water 2 according to the comparison result. The corresponding water level height of the pore water pressure gauge 5 for measuring the pressure is made equal to the optimal water level height H. In one embodiment, the level of groundwater 2 within overbreak gap 31 is monitored in real time using pore water pressure gauge 5. When the water level of the underground water 2 is lower than the optimal water level H, a certain amount of lubricating slurry is injected to the outer wall of the pipe joint 1 through the lubricating slurry injection pipeline 6 until the water level of the outer wall of the pipe joint 1 is equal to the optimal water level H. When the water level of the underground water 2 is higher than the optimal water level H, the redundant underground water 2 is discharged through the lubricating slurry grouting pipeline 6, so that the water level of the underground water 2 is always kept at the optimal water level H. The water level in the overbreak gap 31 is adjusted through the pore water pressure gauge 5 and the lubricating mud grouting pipeline 6, so that the using amount of the lubricating mud can be reduced, and the engineering cost is reduced.
According to the rock pipe jacking construction method utilizing the buoyancy of the underground water to reduce the resistance in the technical scheme, the buoyancy of the underground water 2 reduces the contact pressure between the pipe joint 1 and the surrounding rock 8, so that the friction force between the pipe joint 1 and the surrounding rock 8 during movement can be reduced, the jacking resistance of the pipe joint 1 is reduced, and the pipe jacking construction limit jacking distance is increased. Meanwhile, under the condition that the jacking distance of pipe jacking construction is fixed, the total jacking force of the pipe jacking required by reducing the jacking resistance of the pipe joint 1 is correspondingly reduced, and the structural safety of the pipe joint 1 and a vertical shaft counterforce wall is favorably ensured; meanwhile, the use of relays can be greatly reduced, the overall jacking construction efficiency of the pipe jacking project is improved, and the pipe jacking construction progress is accelerated.
The above examples are only intended to illustrate the technical solution of the present invention, but not to limit it; while the invention has been described in detail and with reference to the foregoing embodiments, it will be understood by those skilled in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some or all of the technical features may be equivalently replaced; such modifications and substitutions do not depart from the spirit and scope of the present invention, and they should be construed as being included in the following claims and description.
Claims (9)
1. A rock pipe jacking construction method for reducing drag by using buoyancy of underground water is characterized by comprising the following steps:
s1, collecting engineering parameters needed by calculating the contact pressure of the pipe joint, wherein the engineering parameters comprise the inner radius r of the pipe joint0Outer radius of pipe joint r1Pipe section gravity gammacAnd the water body gravity gamma of the underground water in the super-excavation gapw；
S2, calculating a buoyancy index omega according to the engineering parameters, wherein the buoyancy index omega is the ratio of the maximum buoyancy of the underground water in the overexcavation gap of the pipe-jacking tunnel to the dead weight of the pipe joint;
s3, classifying the pipe jacking project according to the obtained buoyancy index omega, and calculating the optimal water level height H of the underground water in the overexcavation gap according to the classification result of the pipe jacking project and the project parameters;
s4, jacking, namely excavating a pipe jacking tunnel by using a jacking machine and jacking a pipe joint; in the jacking process of the pipe joints, the pipe joints are in sealing connection with the jacking machine head, and the pipe joints are in sealing connection with the tunnel portal of the jacking pipe; and controlling the water level in the overbreak gap outside the pipe joint to enable the water level in the overbreak gap to be equal to or close to the optimal water level height H.
2. The method for jacking pipe of rock to reduce drag by using buoyancy of underground water as claimed in claim 1, wherein the optimal water level height H is a water level height at which buoyancy is generated to the pipe joint by the water in the overbreak gap and the contact pressure between the pipe joint and the surrounding rock at the lower part of the pipe-jacking tunnel is minimized.
3. The rock pipe jacking construction method utilizing underground water buoyancy to reduce drag according to claim 1 or 2, wherein the buoyancy index Ω is calculated by the following formula:
wherein, K is r1/r0。
4. The rock pipe jacking construction method utilizing underground water buoyancy to reduce drag according to claim 3, wherein pipe jacking projects with buoyancy index Ω of 0< Ω & lt, 1 are classified as first type pipe jacking projects, and the optimal water level height H corresponds to the condition that underground water just sinks over the top of a pipe joint;
the pipe jacking project with the buoyancy index omega satisfying omega >1 is classified into a second type of pipe jacking project, and the optimal water level height H is determined according to a pipe joint-surrounding rock contact pressure formula:
calculated contact pressure FnWhen the water level is 0, the corresponding groundwater level; in the formula, thetawThe central angle of the groundwater liquid level corresponding to the center of the pipe joint is called the liquid level angle for short.
5. The rock pipe jacking construction method for reducing drag by using buoyancy of underground water as claimed in claim 4, wherein the step of calculating the optimal water level height H corresponding to the second type of pipe jacking engineering further comprises:
solving the contact pressure F by using Mathemitica softwarenLiquid surface angle theta equal to 0wAccording to the liquid surface angle thetawAnd converting the relation between the diameter of the pipe joint and the diameter of the pipe joint to obtain the optimal water level height H corresponding to the underground water.
6. The rock pipe jacking construction method utilizing underground water buoyancy to reduce drag according to claim 1 or 2, wherein the excavating of the pipe jacking tunnels and jacking of the pipe joints by using the jacking machines further comprises the following steps:
and arranging a lubricating slurry grouting pipeline inside the pipe joint, and injecting lubricating slurry into the overbreak gap outside the pipe joint or discharging underground water by using the lubricating slurry grouting pipeline.
7. The method for jacking rock pipes for drag reduction by using buoyancy of underground water as claimed in claim 6, wherein the step of controlling the water level in the overbreak clearance outside the pipe joints further comprises the steps of:
and arranging pore water pressure gauges on two sides of the pipe joint, measuring the water pressure in the overbreak gap outside the pipe joint by using the pore water pressure gauges, comparing the water pressure measured by the pore water pressure gauges with the water pressure corresponding to the optimal water level height H, and controlling the lubricating slurry grouting pipeline to inject lubricating slurry into the overbreak gap outside the pipe joint or discharge underground water according to the comparison result so that the corresponding water level height of the pressure measured by the pore water pressure gauges is equal to the optimal water level height H.
8. The rock pipe jacking construction method for reducing drag by utilizing buoyancy of underground water as claimed in claim 7, wherein the step of arranging pore water pressure gauges at both sides of the pipe joints further comprises the steps of:
and arranging a pore water pressure gauge embedded hole at the half-height positions of two sides of the pipe joint, installing the pore water pressure gauge into the embedded hole, adjusting the pore water pressure gauge to ensure that the outer side of the pore water pressure gauge is slightly lower than the outer surface of the pipe joint, and plugging a gap between the pore water pressure gauge and the embedded hole by using a sealing material.
9. The rock pipe jacking construction method for reducing drag by utilizing buoyancy of underground water as claimed in claim 7, further comprising the steps of:
monitoring the groundwater level height in the overbreak gap in real time by utilizing a pore water pressure gauge; when the groundwater level height is lower than the optimal water level height H, a certain amount of lubricating mud is injected to the outer wall of the pipe joint through the lubricating mud grouting pipeline until the water level height outside the pipe joint is equal to the optimal water level height H; when the groundwater level is higher than the optimal water level H, the redundant groundwater is discharged through the lubricating slurry grouting pipeline, so that the groundwater level is always kept at the optimal water level H.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210189850.5A CN114562276B (en) | 2022-02-28 | 2022-02-28 | Rock jacking pipe construction method for reducing resistance by using underground water buoyancy |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210189850.5A CN114562276B (en) | 2022-02-28 | 2022-02-28 | Rock jacking pipe construction method for reducing resistance by using underground water buoyancy |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN114562276A true CN114562276A (en) | 2022-05-31 |
| CN114562276B CN114562276B (en) | 2023-03-14 |
Family
ID=81716140
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210189850.5A Active CN114562276B (en) | 2022-02-28 | 2022-02-28 | Rock jacking pipe construction method for reducing resistance by using underground water buoyancy |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114562276B (en) |
Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CH649814A5 (en) * | 1980-10-10 | 1985-06-14 | Fietz & Leuthold Ag | Method and apparatus for pipe pushing in the groundwater area |
| JP2001317290A (en) * | 2000-05-08 | 2001-11-16 | Toshiji Furuichi | Two-stage jacking pipe |
| CN102537517A (en) * | 2011-12-16 | 2012-07-04 | 马鞍山钢铁建设集团有限公司 | Construction technology for jacking pipe in river or lake |
| CN104947649A (en) * | 2014-03-25 | 2015-09-30 | 上海交通大学 | Control method for open caisson back soil deformation caused by pipe-jacking construction |
| CN107339111A (en) * | 2017-06-30 | 2017-11-10 | 中城投集团第六工程局有限公司 | The floating construction method of installation of more PE pipes in large-scale push pipe |
| CN110616742A (en) * | 2019-09-18 | 2019-12-27 | 中交第二航务工程勘察设计院有限公司 | Large-scale prefabricated part prestress construction drag reduction water tank and use method |
| CN111503366A (en) * | 2020-04-26 | 2020-08-07 | 五冶集团上海有限公司 | Curve pipe jacking intermediate and construction method |
| CN111914373A (en) * | 2020-08-21 | 2020-11-10 | 重庆大学 | Long-distance rock jacking pipe frictional resistance calculation method and pipe rock contact state detection method |
| CN112682573A (en) * | 2021-01-19 | 2021-04-20 | 贵州建工集团第三建筑工程有限责任公司 | Slurry balance pipe jacking system and construction method thereof |
-
2022
- 2022-02-28 CN CN202210189850.5A patent/CN114562276B/en active Active
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CH649814A5 (en) * | 1980-10-10 | 1985-06-14 | Fietz & Leuthold Ag | Method and apparatus for pipe pushing in the groundwater area |
| JP2001317290A (en) * | 2000-05-08 | 2001-11-16 | Toshiji Furuichi | Two-stage jacking pipe |
| CN102537517A (en) * | 2011-12-16 | 2012-07-04 | 马鞍山钢铁建设集团有限公司 | Construction technology for jacking pipe in river or lake |
| CN104947649A (en) * | 2014-03-25 | 2015-09-30 | 上海交通大学 | Control method for open caisson back soil deformation caused by pipe-jacking construction |
| CN107339111A (en) * | 2017-06-30 | 2017-11-10 | 中城投集团第六工程局有限公司 | The floating construction method of installation of more PE pipes in large-scale push pipe |
| CN110616742A (en) * | 2019-09-18 | 2019-12-27 | 中交第二航务工程勘察设计院有限公司 | Large-scale prefabricated part prestress construction drag reduction water tank and use method |
| CN111503366A (en) * | 2020-04-26 | 2020-08-07 | 五冶集团上海有限公司 | Curve pipe jacking intermediate and construction method |
| CN111914373A (en) * | 2020-08-21 | 2020-11-10 | 重庆大学 | Long-distance rock jacking pipe frictional resistance calculation method and pipe rock contact state detection method |
| CN112682573A (en) * | 2021-01-19 | 2021-04-20 | 贵州建工集团第三建筑工程有限责任公司 | Slurry balance pipe jacking system and construction method thereof |
Non-Patent Citations (1)
| Title |
|---|
| 潘一胜: "水网地带深井顶管穿越施工工艺", 《石油化工建设》 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN114562276B (en) | 2023-03-14 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Chen et al. | Long rectangular box jacking project: a case study | |
| CN111946356B (en) | Ultra-long distance hard rock pipe jacking construction method | |
| CN1215276C (en) | Earth pressure balancing technology for laying rectangular top pipe | |
| CN106988302B (en) | A kind of high inclination-angle competent bed rotary digging pile driving construction engineering method | |
| CN109372532A (en) | Jacking construction engineering method under multiplexed address environment | |
| CN105804758A (en) | Shallow-earthing, large-section and small-distance construction method for rectangular pipe jacking overpass subway tunnel | |
| CN104455726A (en) | Pipe-jacking construction method for pipeline bottom grouting reinforcement | |
| CN112576812B (en) | Large-diameter long-distance linear jacking pipe jacking method | |
| CN110130936B (en) | Construction method for sudden encountering untreated karst cave or crack in shield tunneling process | |
| CN111914373B (en) | Long-distance rock jacking pipe friction resistance calculation method and pipe-rock contact state detection method | |
| Zhang et al. | An incident of water and soil gushing in a metro tunnel due to high water pressure in sandy silt | |
| Yuan et al. | Automatic pressure-control equipment for horizontal jet-grouting | |
| CN112664221A (en) | Pipe jacking construction method for complex geological formation | |
| CN114233191A (en) | Offshore wind farm submarine cable embankment penetrating construction method based on trenchless directional drilling technology | |
| CN113216142A (en) | Grouting treatment method and system for underwater karst cave in karst development area | |
| CN114562276B (en) | Rock jacking pipe construction method for reducing resistance by using underground water buoyancy | |
| CN209384285U (en) | One kind closing on the existing bridge bearing platform protection construction of open-cut foundation ditch | |
| CN113309524B (en) | Control method for influence of rectangular pipe jacking tunneling of shallow earth stratum on surrounding environment | |
| CN114705126A (en) | Deep goaf optical fiber construction guiding device, process and full-stratum monitoring method | |
| CN113818904A (en) | Pipe jacking construction method for penetrating through leakage area of existing sewage pipe | |
| CN215215037U (en) | Middle deviation correcting device for jacking pipe | |
| Zhang et al. | Steel curved pipe jacking construction under complicated conditions for a curved pipe roof | |
| Milligan et al. | Trenchless technology | |
| CN108978732A (en) | One kind closing on the existing bridge bearing platform protection construction of open-cut foundation ditch and method | |
| CN115264174A (en) | Manual pipe jacking system and method |
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 | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |