CN116988810A - Grouting control method for pipe jacking construction - Google Patents
Grouting control method for pipe jacking construction Download PDFInfo
- Publication number
- CN116988810A CN116988810A CN202310927290.3A CN202310927290A CN116988810A CN 116988810 A CN116988810 A CN 116988810A CN 202310927290 A CN202310927290 A CN 202310927290A CN 116988810 A CN116988810 A CN 116988810A
- Authority
- CN
- China
- Prior art keywords
- grouting
- pipe
- branch
- joint
- electromagnetic
- 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
- 238000010276 construction Methods 0.000 title claims abstract description 28
- 238000000034 method Methods 0.000 title claims abstract description 19
- 239000000463 material Substances 0.000 claims description 7
- 239000011435 rock Substances 0.000 claims description 7
- 238000012545 processing Methods 0.000 claims description 5
- 238000004891 communication Methods 0.000 claims description 3
- 230000003044 adaptive effect Effects 0.000 claims 1
- 238000012544 monitoring process Methods 0.000 abstract description 2
- 238000007569 slipcasting Methods 0.000 abstract 5
- 239000002689 soil Substances 0.000 description 5
- 238000005516 engineering process Methods 0.000 description 4
- 239000002002 slurry Substances 0.000 description 3
- 230000015572 biosynthetic process Effects 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 230000005284 excitation Effects 0.000 description 2
- 238000005755 formation reaction Methods 0.000 description 2
- 238000013508 migration Methods 0.000 description 2
- 230000005012 migration Effects 0.000 description 2
- 239000000126 substance Substances 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000002592 echocardiography Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000011160 research Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
- E21F17/18—Special adaptations of signalling or alarm devices
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a grouting control method for pipe jacking construction, and belongs to the technical field of pipe jacking construction. The utility model provides a slip casting technique in to the pipe jacking construction provides accurate control, according to the density condition in stratum, monitors and controls the slip casting volume through flowmeter monitoring and electric switch's control real-time supervision, and the arrangement of grouting hole is along annular dislocation arrangement on the different slip casting sections of pipe jacking direction of advance simultaneously for the slip casting can link up whole section, with the parcel nature that improves the slip casting to whole pipe jacking section. A plurality of evenly distributed grouting holes are formed in the pipe wall of the prefabricated pipe joint along the circumferential direction; the outer end of the grouting hole is provided with a one-way valve, and the inner end of the grouting hole is provided with a joint for connecting grouting branch pipes. The grouting main pipe is connected with a total electromagnetic flowmeter, a total electromagnetic pressure gauge and a total electromagnetic ball valve; each grouting branch pipe is respectively connected with a branch pipe electromagnetic flowmeter, a branch pipe electromagnetic pressure gauge and a branch pipe electromagnetic ball valve; and a plurality of vibration exciters and vibration sensors are fixed on the inner wall of the prefabricated pipe joint along the circumferential direction.
Description
Technical Field
The invention belongs to the technical field of pipe jacking construction, and particularly relates to a grouting control method for pipe jacking construction.
Background
Along with the advancement of urban process, the construction of underground space, such as the construction of subway lines, underground pipe galleries and other facilities, is greatly developed. The construction of partial underground facilities can influence existing underground pipelines, the influence of the section constructed by adopting an open cut method is more serious, and a large amount of pipeline migration and pipeline replacement projects are required. Therefore, in urban centers or road areas with large traffic volume, multiple pipelines and the like, the influence on ground traffic and the influence on environment and resident life must be reduced as much as possible. The pipe jacking construction takes up a significant position in the construction of underground engineering by virtue of the unique advantages.
In large-scale subway construction engineering, the pipe jacking technology has huge play space. The push pipe technology is developed rapidly, but a plurality of problems to be solved are also existed, especially in the aspect of grouting. Because the pipeline has a larger contact surface with the stratum in the jacking process, grouting can enable a slurry sleeve to be formed between the pipeline and the stratum, so that friction force between the pipeline and the stratum is reduced, and jacking construction can be smoothly carried out. However, the current grouting technology mainly stays at the manual operation level, the grouting amount is difficult to accurately control, and the grouting is difficult to ensure that the grouting is completely filled in the pipeline and the surrounding soil body.
At present, the grouting is controlled by adopting total grouting pressure, under the condition that when a stratum has gaps or a soil body is loose, the grouting quantity is more, and when the stratum is hard, the grouting quantity is less, at the moment, the friction between a pipeline and the stratum is increased, the back soil effect is easy to generate, the jacking operation of the pipe jacking machine is influenced, larger friction resistance is generated, and after the friction resistance is accumulated to a certain extent, the friction resistance is reversely pushed along with the operation direction of the pipe jacking machine, so that the soil body above the pipe jacking machine is continuously deformed and collapsed.
Disclosure of Invention
The invention provides a grouting control method for pipe jacking construction, which aims to provide accurate control for grouting technology in pipe jacking construction, monitor and control grouting quantity in real time through the control of a flowmeter and an electric switch according to the density condition of stratum, and meanwhile, grouting holes are arranged on grouting sections in different advancing directions of a pipe jacking in a staggered mode along the circumferential direction, so that grouting can penetrate through the whole section, and the wrapping property of the grouting on the whole pipe jacking section is improved.
Therefore, the invention adopts the following technical scheme:
a pipe jacking construction grouting control method comprises the following steps:
1) And (3) producing prefabricated pipe joints: producing prefabricated pipe sections with required specifications according to the pipe jacking construction requirements, and numbering the prefabricated pipe sections; a plurality of evenly distributed grouting holes are formed in the pipe wall of the prefabricated pipe joint along the circumferential direction, each grouting hole is radially distributed, and each grouting hole penetrates through the inner wall and the outer wall of the prefabricated pipe joint; the grouting holes are arranged at the outer wall of the prefabricated pipe joint and at the inner wall of the prefabricated pipe joint.
2) And (3) mounting a one-way valve: a one-way valve is arranged at the outer end of the grouting hole, and the direction of the one-way valve is communicated from the inner end to the outer end; and a joint for connecting the grouting branch pipes is arranged at the inner end of the grouting hole. The one-way valve can control the slurry not to flow back, so that the slurry can flow to the grouting area; the joint is a flange type buckle, so that the grouting branch pipes are conveniently connected.
3) Grouting equipment is installed: hoisting the prefabricated pipe section to the pipe jacking equipment, paving grouting main pipes in the prefabricated pipe section, and connecting grouting branch pipes with the same number as the grouting holes on the grouting main pipes, wherein the head ends of the grouting branch pipes are respectively connected to joints of the grouting holes;
the grouting main pipe is connected with a total electromagnetic flowmeter, a total electromagnetic pressure gauge and a total electromagnetic ball valve; each grouting branch pipe is respectively connected with a branch pipe electromagnetic flowmeter, a branch pipe electromagnetic pressure gauge and a branch pipe electromagnetic ball valve;
and a plurality of vibration exciters and vibration sensors are fixed on the inner wall of the prefabricated pipe joint along the circumferential direction.
4) Building a network system: and a wireless network communication system and an upper computer are built in a pipe jacking construction field, each electromagnetic flowmeter, each electromagnetic pressure meter, each electromagnetic ball valve, each vibration exciter and each vibration sensor are connected through a wireless network downward signal, and each upward signal is connected with the upper computer. The upper computer is used for collecting data monitored by the flowmeter and the pressure gauge, and controlling the opening and closing degree of the ball valve.
5) Drawing a seismic section view: before grouting, starting a vibration exciter to generate a seismic wave, and collecting a returned seismic wave signal by a vibration sensor; after the seismic wave signals are imported into computer software for processing and analysis, geological structure information is obtained, and a seismic profile is generated; and judging the stratum range to be treated according to the seismic profile, and determining the corresponding grouting materials, grouting amount and grouting pressure.
The vibration exciter adopts a CQSC50 type hydraulic vibrator produced by Chongqing city hydrogeological engineering survey, the CQSC50 type hydraulic vibrator is arranged on the inner wall of a pipeline according to the section size of a jacking pipe, and the vibration exciter is started to generate earthquake waves before grouting. When the artificial excitation is carried out, the artificial excitation generates earthquake waves, and when the earthquake waves propagate to the periphery, the earthquake waves meet the stratum interfaces with different medium properties, a part of the earthquake waves are reflected back, and a part of the earthquake waves are transmitted through the front medium; the vibration sensor receives the reflected seismic waves and the received seismic wave signals are related to the nature of the source, the location of the geophones, the nature and structure of the subsurface formations through which the seismic waves pass. And then capturing seismic wave signals by using a Beijing city water geophysical prospecting research TGP206A type geological instrument, processing and analyzing the signals by using computer software TGPwin, acquiring information of geological structures, and generating a seismic profile so as to infer the geological conditions of the underground. The principle is that the change of acoustic impedance (product of density and wave velocity) usually occurs at the interface of geological strata or discontinuous interface in rock mass, and the reflection coefficient is positive when the seismic wave propagates from a low-impedance substance to a high-impedance substance; conversely, the reflection coefficient is negative. When a fractured zone is present in the formation, the polarity of the echoes is reversed. The larger the reflector size, the larger the acoustic impedance difference, the more pronounced the echo, and the easier it is to detect. The collected data are classified and arranged, effective, invalid and interference are removed, superposition and migration are carried out, and finally an earthquake profile is obtained, so that the properties (weak zone, broken zone, fault, water content and the like), positions and scales of the front geologic body can be displayed. And judging the stratum range to be treated according to the geological map, and determining the corresponding grouting material.
6) Grouting operation: determining that the sectional area of a rock mass to be subjected to grouting treatment is A, the thickness of the rock mass is H, the grouting depth is S, the density of grouting materials is rho, and the grouting rate is Q according to the seismic profile;
the grouting amount V is:
V = A×H×S×ρ×Q
in the grouting process, grouting holes corresponding to the grouting areas are opened for grouting according to the grouting areas, flow and grouting pressure are monitored through the branch electromagnetic flowmeter and the branch electromagnetic pressure meter, and grouting pressure and flow are adjusted through the branch electromagnetic ball valve and the total electromagnetic ball valve.
The invention has the beneficial effects that:
in the jacking process, the grouting pressure of the loose place of the stratum is possibly smaller, but the grouting amount is large, the grouting pressure of the dense place of the stratum is large, but the grouting amount is smaller, the friction force is increased, the jacking thrust is increased, and the back soil effect is also caused by too large friction force. The grouting device can provide guidance for grouting work through the monitoring of the flowmeter and the pressure, controls grouting through the wireless terminal in real time, and performs grouting work more uniformly through grouting holes which are arranged in a circumferential staggered mode.
Drawings
FIG. 1 is a cross-sectional view of a preformed tube segment of the present invention;
FIG. 2 is a front view of a preformed tube section of the present invention;
FIG. 3 is a schematic view of the installation of the vibration exciter and vibration sensor of the present invention;
FIG. 4 is a schematic layout of the grouting holes of the present invention;
in the figure: the device comprises a 1-one-way valve, a 2-connector, a 3-total electromagnetic ball valve, a 4-grouting main pipe, a 5-prefabricated pipe joint, a 6-grouting branch pipe, a 7-vibration exciter, an 8-grouting hole, a 9-total electromagnetic flowmeter and a 10-vibration sensor.
Detailed Description
The invention is further described with reference to the drawings and the specific embodiments below:
a pipe jacking construction grouting control method comprises the following steps:
1) And (3) producing prefabricated pipe joints 5: producing prefabricated pipe sections 5 with required specifications according to the pipe jacking construction requirements, and numbering the prefabricated pipe sections 5; a plurality of evenly distributed grouting holes 8 are formed in the pipe wall of the prefabricated pipe joint 5 along the circumferential direction, the grouting holes 8 are radially distributed, and the grouting holes 8 penetrate through the inner wall and the outer wall of the prefabricated pipe joint 5; the grouting holes 8 are outer ends at the outer wall of the prefabricated pipe joint 5 and inner ends at the inner wall of the prefabricated pipe joint 5.
2) The check valve 1 is installed: the outer end of the grouting hole 8 is provided with a one-way valve 1, and the direction of the one-way valve 1 is communicated from the inner end to the outer end; the inner end of the grouting hole 8 is provided with a joint 2 for connecting the grouting branch pipe 6.
3) Grouting equipment is installed: hoisting the prefabricated pipe joint 5 to the pipe jacking equipment, paving grouting main pipes 4 in the prefabricated pipe joint 5, connecting grouting branch pipes 6 with the same number as the grouting holes 8 on the grouting main pipes 4, and connecting the head ends of the grouting branch pipes 6 to the joints 2 of the grouting holes 8 respectively;
the grouting main pipe 4 is connected with a total electromagnetic flowmeter 9, a total electromagnetic pressure gauge and a total electromagnetic ball valve 3; each grouting branch pipe 6 is respectively connected with a branch pipe electromagnetic flowmeter, a branch pipe electromagnetic pressure gauge and a branch pipe electromagnetic ball valve;
a plurality of vibration exciters 7 and vibration sensors 10 are fixed on the inner wall of the prefabricated pipe joint 5 along the circumferential direction.
4) Building a network system: a wireless network communication system and an upper computer are built in a pipe jacking construction field, each electromagnetic flowmeter, each electromagnetic pressure meter, each electromagnetic ball valve, each vibration exciter 7 and each vibration sensor 10 are connected through a wireless network downward signal, and the wireless network downward signal is connected with the upper computer.
5) Drawing a seismic section view: before grouting, starting a vibration exciter 7 to generate a seismic wave, and collecting a returned seismic wave signal by a vibration sensor 10; after the seismic wave signals are imported into computer software for processing and analysis, geological structure information is obtained, and a seismic profile is generated; and judging the stratum range to be treated according to the seismic profile, and determining the corresponding grouting materials, grouting amount and grouting pressure.
6) Grouting operation: determining that the sectional area of a rock mass to be subjected to grouting treatment is A, the thickness of the rock mass is H, the grouting depth is S, the density of grouting materials is rho, and the grouting rate is Q according to the seismic profile;
the grouting amount V is:
V = A×H×S×ρ×Q
in the grouting process, grouting holes 8 corresponding to the grouting area are opened for grouting according to the grouting area, flow and grouting pressure are monitored through the branch electromagnetic flowmeter and the branch electromagnetic pressure meter, and grouting pressure and flow are adjusted through the branch electromagnetic ball valve and the total electromagnetic ball valve 3.
Claims (4)
1. The grouting control method for pipe jacking construction is characterized by comprising the following steps of:
1) And (3) producing prefabricated pipe joints (5): producing prefabricated pipe joints (5) with required specifications according to the pipe jacking construction requirement, and numbering the prefabricated pipe joints (5); a plurality of evenly distributed grouting holes (8) are formed in the pipe wall of the prefabricated pipe joint (5) along the circumferential direction, the grouting holes (8) are radially distributed, and the grouting holes (8) penetrate through the inner wall and the outer wall of the prefabricated pipe joint (5); the grouting hole (8) is an outer end at the outer wall of the prefabricated pipe joint (5) and an inner end at the inner wall of the prefabricated pipe joint (5);
2) The one-way valve (1) is installed: a one-way valve (1) is arranged at the outer end of the grouting hole (8), and the direction of the one-way valve (1) is communicated from the inner end to the outer end; a joint (2) for connecting the grouting branch pipe (6) is arranged at the inner end of the grouting hole (8);
3) Grouting equipment is installed: hoisting a prefabricated pipe joint (5) to the pipe jacking equipment, paving grouting main pipes (4) in the prefabricated pipe joint (5), and connecting grouting branch pipes (6) with the same number as grouting holes (8) on the grouting main pipes (4), wherein the head ends of the grouting branch pipes (6) are respectively connected to joints (2) of the grouting holes (8);
a main grouting pipe (4) is connected with a total electromagnetic flowmeter (9), a total electromagnetic pressure gauge and a total electromagnetic ball valve (3); each grouting branch pipe (6) is respectively connected with a branch pipe electromagnetic flowmeter, a branch pipe electromagnetic pressure gauge and a branch pipe electromagnetic ball valve;
a plurality of vibration exciters (7) and vibration sensors (10) are fixed on the inner wall of the prefabricated pipe joint (5) along the circumferential direction;
4) Building a network system: a wireless network communication system and an upper computer are built in a pipe jacking construction field, each electromagnetic flowmeter, each electromagnetic pressure meter, each electromagnetic ball valve, each vibration exciter (7) and each vibration sensor (10) are connected through downward signals of the wireless network, and the upward signals are connected with the upper computer;
5) Drawing a seismic section view: before grouting, a vibration exciter (7) is started to generate earthquake waves, and a vibration sensor (10) collects returned earthquake wave signals; after the seismic wave signals are imported into computer software for processing and analysis, geological structure information is obtained, and a seismic profile is generated; judging the stratum range to be treated according to the seismic profile, and determining the corresponding grouting materials, grouting amount and grouting pressure;
6) Grouting operation: determining that the sectional area of a rock mass to be subjected to grouting treatment is A, the thickness of the rock mass is H, the grouting depth is S, the density of grouting materials is rho, and the grouting rate is Q according to the seismic profile;
the grouting amount V is:
V = A×H×S×ρ×Q
in the grouting process, grouting holes (8) corresponding to the grouting areas are opened for grouting according to the grouting areas, flow and grouting pressure are monitored through the branch electromagnetic flowmeter and the branch electromagnetic pressure meter, and grouting pressure and flow are adjusted through the branch electromagnetic ball valve and the total electromagnetic ball valve (3).
2. The pipe jacking construction grouting control method according to claim 1, wherein the grouting branch pipe (6) is annular, the annular grouting branch pipe (6) is connected with a joint corresponding to the grouting hole (8), and the grouting branch pipe (6) is also connected with a joint connected with a grouting main pipe.
3. The pipe-jacking construction grouting control method according to claim 1, wherein in the step 5), the TGPwin software is used for processing the seismic wave signals.
4. The pipe jacking construction grouting control method according to claim 1, wherein the joint (2) is a flange type buckle, and the joint of the grouting branch pipe (6) is also an adaptive flange type buckle.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310927290.3A CN116988810A (en) | 2023-07-27 | 2023-07-27 | Grouting control method for pipe jacking construction |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310927290.3A CN116988810A (en) | 2023-07-27 | 2023-07-27 | Grouting control method for pipe jacking construction |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN116988810A true CN116988810A (en) | 2023-11-03 |
Family
ID=88527822
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202310927290.3A Pending CN116988810A (en) | 2023-07-27 | 2023-07-27 | Grouting control method for pipe jacking construction |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN116988810A (en) |
-
2023
- 2023-07-27 CN CN202310927290.3A patent/CN116988810A/en active Pending
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| US11619018B2 (en) | Soil probing device having built-in generators and detectors for compressional waves and shear waves | |
| JP2010266347A (en) | Geological structure survey system and method therefor | |
| WO2020057363A1 (en) | Observation device and observation method for absolute convergence amount of surface of roadway | |
| CN106324683A (en) | Acoustic wave device and method for metro shield tunnel front boulder detection | |
| CN101581223B (en) | Method for detecting slip casting effect of tunnel | |
| CN108802193A (en) | A kind of detecting devices and detection method of Exploring Loose Rock Country in Tunnels | |
| CN109537580A (en) | A kind of engineering pile body design and construction method based on BIM technology | |
| CN102997886A (en) | Monitoring method for remotely measuring and controlling damage depths of floor strata | |
| Mooney et al. | Real-time tunnel boring machine monitoring: A state of the art review | |
| CN106149770A (en) | Bored concrete pile pile foundation construction period synchronizes the large-section in-situ concrete pile hole wall Rock Mass Integrality detection method carried out | |
| CN102606136B (en) | Logging-while-drilling value response law simulated experimental device | |
| CN108894259A (en) | A kind of method of ultrasound examination subway construction of diaphragm wall quality | |
| CN116988810A (en) | Grouting control method for pipe jacking construction | |
| CA2044877A1 (en) | Method for monitoring real-time hydraulic fracture propagation | |
| CN207964542U (en) | A kind of monitoring ultrasonic system for sand pile quality real-time control | |
| US20060065392A1 (en) | System and method for crude oil production stemming from natural emanations and leaks from capped oil wells | |
| CN112748476B (en) | Injection fluid front edge identification method based on stress field and microseism joint inversion | |
| WO2013182900A2 (en) | Acoustic measurement method for the crude oil production | |
| Yan et al. | A method for detecting and pretreating boulders during shield tunneling in granite strata | |
| Yang et al. | Large-scale model test for detecting pile defects using the parallel seismic method | |
| Mercado et al. | Methods to measure scour depth and the depth of unknown foundations | |
| Amini et al. | Diameter Measurement of Jet-Grouting Column Using Geo-Electrical Probe: Construction and Field Testing | |
| CN115929408B (en) | Real-time monitoring system and method for coal mine roof fracture in tunneling process | |
| CN110865241B (en) | Fracture stability evaluation system and method | |
| Arkhipov | Diagnostics of condition of soil lying in the foundation of sewer collectors and metro tunnels by crosshole sounding method in urban underground space |
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 |