CN110792443A - Construction method for shield tunnel to penetrate through seabed shallow covered silt and silt clay - Google Patents
Construction method for shield tunnel to penetrate through seabed shallow covered silt and silt clay Download PDFInfo
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- 238000010276 construction Methods 0.000 title claims abstract description 29
- 239000004927 clay Substances 0.000 title claims abstract description 17
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 63
- 239000002002 slurry Substances 0.000 claims abstract description 59
- 239000002689 soil Substances 0.000 claims abstract description 50
- 238000009412 basement excavation Methods 0.000 claims abstract description 35
- 230000005641 tunneling Effects 0.000 claims abstract description 29
- 230000001360 synchronised effect Effects 0.000 claims abstract description 17
- 238000007599 discharging Methods 0.000 claims abstract description 14
- 238000007667 floating Methods 0.000 claims abstract description 13
- 239000004576 sand Substances 0.000 claims abstract description 11
- 230000005484 gravity Effects 0.000 claims abstract description 9
- 230000000740 bleeding effect Effects 0.000 claims abstract description 8
- 239000007788 liquid Substances 0.000 claims abstract description 8
- 238000012544 monitoring process Methods 0.000 claims abstract description 8
- 235000019353 potassium silicate Nutrition 0.000 claims abstract description 8
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims abstract description 8
- 238000013461 design Methods 0.000 claims abstract description 6
- 238000001514 detection method Methods 0.000 claims abstract description 6
- 239000010802 sludge Substances 0.000 claims abstract description 6
- 238000003908 quality control method Methods 0.000 claims abstract description 5
- 238000007789 sealing Methods 0.000 claims description 7
- 230000002159 abnormal effect Effects 0.000 claims description 3
- 238000007664 blowing Methods 0.000 claims description 3
- 230000000694 effects Effects 0.000 claims description 3
- 238000002955 isolation Methods 0.000 claims description 3
- 230000000149 penetrating effect Effects 0.000 claims description 3
- 238000000034 method Methods 0.000 description 10
- 238000009933 burial Methods 0.000 description 2
- 239000003673 groundwater Substances 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000003068 static effect Effects 0.000 description 2
- 229920002943 EPDM rubber Polymers 0.000 description 1
- 239000008186 active pharmaceutical agent Substances 0.000 description 1
- 230000003487 anti-permeability effect Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 230000035945 sensitivity Effects 0.000 description 1
- 238000000926 separation method Methods 0.000 description 1
- 238000004078 waterproofing Methods 0.000 description 1
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- 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
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
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- Mining & Mineral Resources (AREA)
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- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Environmental & Geological Engineering (AREA)
- Civil Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention provides a construction method for a shield tunnel to penetrate through shallow covered silt and muddy clay on the seabed, which comprises the following steps: (1) reasonably selecting the type of the duct piece, installing the duct piece in the middle, and strictly controlling the gap of the shield tail; (2) setting the water pressure of the notch according to a design value, carrying out corresponding adjustment according to the water level change condition at the propulsion moment, and strictly controlling the fluctuation value of the muddy water pressure; (3) the quality control of the slurry at the sea bottom section is enhanced, the monitoring of the slurry feeding and discharging is enhanced, the specific gravity of the slurry is properly improved, the viscosity of the slurry is controlled, and the quality of a sludge film is ensured; (4) the soil output is strictly controlled, and when the dry sand amount is too large, the use frequency of the stratum detection device is improved, so that the collapse condition of the soil body on the front side of the cut can be mastered in time; (5) when the submarine slurry bleeding is found, determining a shield tunneling scheme according to the slurry bleeding severity and the specific hydraulic conditions of the excavation surface; (6) the synchronous grouting quality is improved, and muddy water glass double-liquid slurry is injected on the basis of synchronous grouting; (7) when the tunnel floating amount is large and the spread range is far, secondary grouting measures are taken for the built tunnel to cut off the continuous loss path of muddy water. The invention can avoid the problems of 'floating up', 'slurry overflow' caused by improper tunneling parameter setting, excavation face collapse caused by the loss of the soil body on the front face of the excavation face due to notch pressure fluctuation and the like.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a construction method for a shield tunnel to penetrate through shallow covered silt and muddy clay on a seabed.
Background
In the process of using the shield machine to excavate the submarine tunnel, the geological conditions of the tunnel region to be excavated are often very complex, wherein in the process of excavating shallow covering silt and silt soft soil by the shield machine, the attitude of the shield machine is difficult to control in construction due to large porosity ratio, high sensitivity and thin covering layer of the silt and the silt soft soil, the quality of the formed tunnel is influenced due to water leakage and slurry leakage of a segment joint, and the tunnel face collapse can occur in serious cases. Therefore, in the submarine tunnel construction engineering, the posture of the shield tunneling machine is controlled, the tunneling parameters of the shield tunneling machine are optimized, and the problems of 'floating up', 'slurry overflow' caused by improper parameter setting, collapse of an excavation face caused by the loss of the front soil body of the excavation face due to notch pressure fluctuation and the like are difficult problems to be solved urgently in construction.
Disclosure of Invention
The invention aims to provide a construction method for a shield tunnel to penetrate through shallow covering silt and silt clay on the seabed aiming at the characteristics of shallow covering silt and silt soft soil existing in a tunnel section to be excavated on the seabed.
The invention provides a construction method for a shield tunnel to penetrate through shallow covered silt and muddy clay on the seabed, which comprises the following steps: (1) reasonably selecting the type of the duct piece, installing the duct piece in the middle, and strictly controlling the gap of the shield tail; (2) setting the water pressure of the notch according to a design value, carrying out corresponding adjustment according to the water level change condition at the propulsion moment, and strictly controlling the fluctuation value of the muddy water pressure; (3) the quality control of the slurry at the sea bottom section is enhanced, the monitoring of the slurry feeding and discharging is enhanced, the specific gravity of the slurry is properly improved, the viscosity of the slurry is controlled, and the quality of a sludge film is ensured; (4) the soil output is strictly controlled, and when the dry sand amount is too large, the use frequency of the stratum detection device is improved, so that the collapse condition of the soil body on the front side of the cut can be mastered in time; (5) when the submarine slurry bleeding is found, determining a shield tunneling scheme according to the slurry bleeding severity and the specific hydraulic conditions of the excavation surface; (6) the synchronous grouting quality is improved, and muddy water glass double-liquid slurry is injected on the basis of synchronous grouting; (7) when the tunnel floating amount is large and the spread range is far, secondary grouting measures are taken for the built tunnel to cut off the continuous loss path of muddy water.
Specifically, in the step (1), the gap between the shield tunneling machine and the segment is too large and too small, so that the gap between the shield tunneling machine and the segment is not uniform, the sealing effect of the shield tail is reduced, the shield tail brush is damaged, and the gap difference of the shield tail is controlled within 20mm during construction.
Specifically, in the step (2), the soil body collapse can be caused because the cut water pressure is too low to support the soil body of the excavation surface, the cut water pressure is higher, the soil body is disturbed too much, and the soil body collapse can be caused, so that the seabed shallow buried covering soft soil layer is prevented from being punctured by pressure fluctuation, and the pressure fluctuation is controlled to be-0.2 bar to +0.2 bar.
Specifically, in the step (3), monitoring of feeding and discharging of the mud is enhanced, the relation between the tunneling speed and feeding and discharging of the mud is calculated in advance, abnormal mud discharging is found, parameters are adjusted in time, and collapse caused by over-excavation is prevented.
Specifically, in the step (4), parameters are adjusted in time according to specific construction conditions, so that the data of the dry sand amount is close to a theoretical value, and the possibility of collapse of the front soil body is reduced.
Specifically, in the step (5), when the slurry is slightly blown out, the shield machine can be pushed forward under the condition that the water pressure of the excavation surface is not reduced, and meanwhile, the pushing speed is properly increased, so that the assembling efficiency is improved, and the shield machine can pass through a slurry blowing area as early as possible; when slurry is seriously blown out, reducing the water pressure of the excavation surface until the soil pressure and the water pressure are balanced; the specific gravity and the viscosity of the muddy water are improved, and heavy slurry is adopted for propulsion; in order to enable the shield machine to be pushed forward, the dry sand amount of digging and cutting is checked, and whether the over-digging exists or not is confirmed; performing sufficient grouting after tunneling for a certain distance; and returning the water pressure of the excavation face to a normal state, and performing normal excavation.
Specifically, in the step (6), the grouting slurry has short initial setting time, does not crack when meeting muddy water, has certain fluidity, can uniformly fill the tunnel for a circle, and can fill the building gap in time; on the basis of synchronous grouting, muddy water glass double-liquid slurry is injected, hoops are formed around the tunnel, and ring sealing treatment is carried out every 10 rings, so that a discontinuous water-stop isolation belt is longitudinally formed in the tunnel, the floating of the tunnel is slowed down and restricted, and the deformation of the tunnel is controlled.
Specifically, in the step (7), when the tunnel floating amount is found to be large and the sweep range is far, secondary grouting measures are taken for the built tunnel to cut off the continuous loss path of the muddy water.
The construction method for the shield tunnel to penetrate through the shallow covered silt and the muddy clay on the seabed, which is provided by the invention, aims at the characteristics of the shallow covered silt and the muddy soft soil on the seabed, and avoids the problems of 'floating up', 'slurry overflow' caused by improper setting of tunneling parameters, collapse of an excavation surface caused by loss of a soil body on the front surface of the excavation surface due to pressure fluctuation of a notch and the like by measures of controlling a shield tail gap, optimizing tunneling parameters of a shield machine, improving synchronous grouting quality and the like.
Additional features and advantages of embodiments of the invention will be set forth in the detailed description which follows.
Drawings
The accompanying drawings, which are included to provide a further understanding of the embodiments of the invention and are incorporated in and constitute a part of this specification, illustrate embodiments of the invention and together with the description serve to explain the embodiments of the invention without limiting the embodiments of the invention. In the drawings:
FIG. 1 is a schematic diagram of a shield tail gap structure in a construction method of a shield tunnel penetrating shallow silt and muddy clay on the seabed according to an embodiment of the invention;
fig. 2 is a flow chart illustrating steps of a construction method of a shield tunnel penetrating shallow cover silt and muddy clay on the seabed according to an embodiment of the invention.
Description of the reference numerals
1. Shield machine 2, thrust cylinder 3, shield tail clearance 4, shield tail brush 5, section of jurisdiction
Detailed Description
The following detailed description of embodiments of the invention refers to the accompanying drawings. It should be understood that the detailed description and specific examples, while indicating embodiments of the invention, are given by way of illustration and explanation only, not limitation.
The technical solution in the embodiments of the present invention is described in detail below with reference to the accompanying drawings.
The construction method for the shield tunnel to penetrate through shallow covered silt and muddy clay on the seabed, which is provided by the invention, is shown in figure 1-2 and comprises the following steps: (1) reasonably selecting the type of the duct piece, installing the duct piece in the middle, and strictly controlling the gap of the shield tail; (2) setting the water pressure of the notch according to a design value, carrying out corresponding adjustment according to the water level change condition at the propulsion moment, and strictly controlling the fluctuation value of the muddy water pressure; (3) the quality control of the slurry at the sea bottom section is enhanced, the monitoring of the slurry feeding and discharging is enhanced, the specific gravity of the slurry is properly improved, the viscosity of the slurry is controlled, and the quality of a sludge film is ensured; (4) the soil output is strictly controlled, and when the dry sand amount is too large, the use frequency of the stratum detection device is improved, so that the collapse condition of the soil body on the front side of the cut can be mastered in time; (5) when the submarine slurry bleeding is found, determining a shield tunneling scheme according to the slurry bleeding severity and the specific hydraulic conditions of the excavation surface; (6) the synchronous grouting quality is improved, and muddy water glass double-liquid slurry is injected on the basis of synchronous grouting; (7) when the tunnel floating amount is large and the spread range is far, secondary grouting measures are taken for the built tunnel to cut off the continuous loss path of muddy water.
According to the technical scheme of the invention, the duct piece in the step (1) is reasonably selected, is a primary lining after shield excavation, supports the soil pressure and the water pressure acting on the tunnel, and prevents the collapse, the deformation and the water leakage of the tunnel soil body. The segment is selected according to the parameters of a tunneling line, the posture of a shield tunneling machine, the stroke of an oil cylinder and the gap of a shield tail, for example, in a shield tunnel engineering, the inner diameter of the segment is 13.3m, the outer diameter of the segment is 14.5m, the ring width is 2m, the thickness is 600mm, a universal double-sided wedge-shaped ring is adopted, the wedge amount is 48mm, and a 7+2+1 blocking mode is adopted for staggered joint assembly; the structure of the duct piece adopts C60 high-performance corrosion-resistant concrete with the anti-permeability grade of P12; the ring and the longitudinal joint are connected by an inclined bolt, and the waterproof design adopts two ethylene propylene diene monomer elastic sealing gaskets and the inner caulking joint for waterproofing. In order to prevent the shield machine and the segment from having too large and too small gaps at one side, the shield tail gap is not uniform, the sealing effect of the shield tail is reduced, the shield tail brush is damaged, and the gap difference of the shield tail is controlled within 20mm during construction.
According to the technical scheme of the invention, the water pressure of the notch is set according to a design value in the step (2), corresponding adjustment is carried out according to the water level change condition at the propulsion moment, and the fluctuation value of the muddy water pressure is strictly controlled. The soil body of the excavation surface can not be supported due to low water pressure of the cut, and the soil body can be collapsed; the water pressure of the notch is high, the disturbance on the soil body is too large, the soil body collapse can be caused, and the pressure fluctuation is controlled to be-0.2 bar to +0.2bar in order to avoid the pressure fluctuation from puncturing the seabed shallow-buried covering soft soil layer. The specific method for setting the water pressure of the notch comprises the following steps:
1. notch water pressure setting
And (4) theoretical calculation:
a upper water pressure limit of the notch:
p is P1+ P2+ P3
＝γw·h+K0·[(γ-γw)·h+γ·(H-h)]+20
P, on: an upper limit value (kPa) of cutting water pressure;
p1: groundwater pressure (kPa);
p2: static soil pressure (kPa);
p3: the soil pressure is changed, and 20kPa is generally adopted;
γ w: the water soluble weight (kN/m 3);
h: the tunnel burial depth (calculated to the center of the tunnel) below the ground water level (m);
k0: coefficient of static soil pressure;
γ: volume weight of soil (kN/m 3);
h: tunnel burial depth (calculated to the center of the tunnel) (m).
b lower water pressure limit of the notch:
p is P1+ P'2+ P3
＝γw·h+Ka·[(γ-γw)·h+γ·(H-h)]-2·Cu·sqr(Ka)+20
P is as follows: a cut water pressure lower limit (kPa);
p' 2: active soil pressure (kPa);
ka: active soil pressure coefficient;
cu: cohesion (kPa) of soil.
The pressure of the slurry of the cut during shield tunneling is between the upper limit and the lower limit of a theoretical calculation value, and is properly adjusted according to the condition and geological conditions of a surface building (structure).
According to the technical scheme of the invention, the step (3) enhances the quality control of the slurry at the seabed section, and the monitoring of the slurry feeding and discharging, properly improves the specific gravity of the slurry, controls the viscosity of the slurry and ensures the quality of a sludge film; and (3) monitoring of feeding and discharging mud is enhanced, the relation between the tunneling speed and feeding and discharging mud is calculated in advance, abnormal mud discharging is found, parameters are adjusted in time, and collapse caused by over-excavation is prevented. The mud water index control and the tunneling speed are controlled according to the following method:
2. mud water index control
(1) The specific gravity rho is 1.15g/cm 3-1.30 g/cm 3;
(2) the funnel viscosity v is 25 s-35 s;
(3) the water separation rate is less than 5 percent;
(4) pH value: 8-9;
(5) API water loss is less than 30CC/30 min;
3. tunneling speed control
Under the normal tunneling condition, the tunneling speed is set to be 15-40 mm/min; when the shield passes through the earth-rock interface section, the tunneling speed is controlled to be 5-10 mm/min.
According to the technical scheme of the invention, the method comprises the steps of (4) strictly controlling the soil output, and when the dry sand amount is too large, improving the use frequency of a stratum detection device so as to master the soil collapse condition on the front side of the cut in time; and parameters are adjusted in time according to specific construction conditions, so that the data of the dry sand amount is close to a theoretical value, and the possibility of collapse of the front soil body is reduced. The digging amount is controlled according to the following method:
4. control of digging amount
The actual tunneling and cutting amount VR of the shield tunneling machine can be calculated by the following formula:
VR＝(Q1-Q0)×t
VR: actual amount of digging and cutting (kN/Ring)
Q1: sludge discharge flow (m 3/min);
q0: the mud conveying flow (m 3/min);
t: digging time (min).
When the excavation amount is found to be excessive, the density, viscosity and notch water pressure of the muddy water should be immediately checked. In addition, the advanced geological forecast detection device can be used for checking the soil collapse condition, relevant parameters are adjusted in time after reasons are found out, and the stability of the excavation surface is ensured.
According to the technical scheme of the invention, the method comprises the steps of (5) when the seabed slurry leakage is found, determining a shield tunneling scheme according to the slurry leakage severity and the specific condition of the water pressure of the excavation surface; when the slurry is slightly blown out, the shield can be pushed forward under the condition that the water pressure of the excavation surface is not reduced, and meanwhile, the pushing speed is properly accelerated, so that the splicing efficiency is improved, and the shield can pass through a slurry blowing area as early as possible; when slurry is seriously blown out, reducing the water pressure of the excavation surface until the soil pressure and the water pressure are balanced; the specific gravity and the viscosity of the muddy water are improved, and heavy slurry is adopted for propulsion; in order to enable the shield machine to be pushed forward, the dry sand amount of digging and cutting is checked, and whether the over-digging exists or not is confirmed; performing sufficient grouting after tunneling for a certain distance; and returning the water pressure of the excavation face to a normal state, and performing normal excavation.
According to the technical scheme of the invention, the method comprises the steps of (6) improving the synchronous grouting quality, and injecting muddy water glass double-liquid slurry on the basis of synchronous grouting; the grouting slurry has short initial setting time, does not crack when meeting muddy water, has certain fluidity, can uniformly fill a tunnel for a circle, and fills a building gap in time; on the basis of synchronous grouting, muddy water glass double-liquid slurry is injected, hoops are formed around the tunnel, and ring sealing treatment is carried out every 10 rings, so that a discontinuous water-stop isolation belt is longitudinally formed in the tunnel, the floating of the tunnel is slowed down and restricted, and the deformation of the tunnel is controlled. The synchronous grouting is controlled according to the following method:
5. synchronous grouting
(1) Grouting pressure
Grouting pressure is set to be 3-5 bar, and actual measurement grouting pressure of a segment grouting opening is 2-4 bar.
(2) Amount of grouting
Theoretical grouting amount:
V＝π[(7.5×7.5-7.25×7.25)]×2m
the actual grouting amount is 130-150% of the theoretical gap, namely 30.1-34.7 m 3.
According to the technical scheme of the invention, the method comprises the step (7) of taking secondary grouting measures for the built tunnel to cut off the continuous loss path of muddy water when the tunnel floating amount is large and the sweep range is far.
The construction method for the shield tunnel to penetrate through the shallow covered silt and the muddy clay on the seabed, which is provided by the invention, aims at the characteristics of the shallow covered silt and the muddy soft soil on the seabed, and avoids the problems of 'floating up', 'slurry pumping' caused by improper parameter setting, collapse of an excavation surface caused by the loss of a soil body on the front surface of the excavation surface due to notch pressure fluctuation and the like by measures of controlling a shield tail gap, optimizing the excavation parameters of a shield machine, improving the synchronous grouting quality and the like.
Although the embodiments of the present invention have been described in detail with reference to the accompanying drawings, the embodiments of the present invention are not limited to the details of the above embodiments, and various simple modifications can be made to the technical solutions of the embodiments of the present invention within the technical idea of the embodiments of the present invention, and the simple modifications all belong to the protection scope of the embodiments of the present invention.
It should be noted that the various features described in the above embodiments may be combined in any suitable manner without departing from the scope of the invention. In order to avoid unnecessary repetition, the embodiments of the present invention do not describe every possible combination.
In addition, any combination of various different implementation manners of the embodiments of the present invention is also possible, and the embodiments of the present invention should be considered as disclosed in the embodiments of the present invention as long as the combination does not depart from the spirit of the embodiments of the present invention.
Claims (8)
1. A construction method for a shield tunnel to penetrate through shallow covered silt and muddy clay on the seabed is characterized by comprising the following steps:
(1) reasonably selecting the type of the duct piece, installing the duct piece in the middle, and strictly controlling the gap of the shield tail;
(2) setting the water pressure of the notch according to a design value, carrying out corresponding adjustment according to the water level change condition at the propulsion moment, and strictly controlling the fluctuation value of the muddy water pressure;
(3) the quality control of the slurry at the sea bottom section is enhanced, the monitoring of the slurry feeding and discharging is enhanced, the specific gravity of the slurry is properly improved, the viscosity of the slurry is controlled, and the quality of a sludge film is ensured;
(4) the soil output is strictly controlled, and when the dry sand amount is too large, the use frequency of the stratum detection device is improved, so that the collapse condition of the soil body on the front side of the cut can be mastered in time;
(5) when the submarine slurry bleeding is found, determining a shield tunneling scheme according to the slurry bleeding severity and the specific hydraulic conditions of the excavation surface;
(6) the synchronous grouting quality is improved, and muddy water glass double-liquid slurry is injected on the basis of synchronous grouting;
(7) when the tunnel floating amount is large and the spread range is far, secondary grouting measures are taken for the built tunnel to cut off the continuous loss path of muddy water.
2. The construction method of the shield tunnel according to claim 1, wherein in step (1), the gap between the shield machine and the segment is too large and too small, so that the gap between the shield tail and the segment is not uniform, the sealing effect of the shield tail is reduced, the brush at the shield tail is damaged, and the difference of the gap between the shield tail and the segment is controlled within 20mm during construction.
3. The construction method of the shield tunnel crossing the seabed shallow covered silt and muddy clay according to claim 2, wherein in the step (2), the soil body collapse is caused because the cut water pressure is too low to support the soil body of the excavation surface; the water pressure of the notch is high, the disturbance on the soil body is too large, the soil body collapse can be caused, and the pressure fluctuation is controlled within-0.2 bar to +0.2bar in order to avoid the pressure fluctuation from puncturing the seabed shallow-buried covering soft soil layer.
4. The construction method of the shield tunnel penetrating through the shallow covered silt and muddy clay on the seabed according to claim 3, wherein in the step (3), the monitoring of the mud feeding and discharging is enhanced, the relation between the tunneling speed and the mud feeding and discharging is calculated in advance, the abnormal mud discharging is found, the parameters are adjusted in time, and the collapse caused by the over-excavation is prevented.
5. The construction method of the shield tunnel crossing the shallow seabed coverage silt and the muddy clay according to claim 4, wherein in the step (4), parameters are adjusted in time according to specific construction conditions, so that the data of the dry sand amount is close to a theoretical value, and the possibility of collapse of the soil body on the front side is reduced.
6. The construction method of the shield tunnel crossing the shallow seabed covered silt and muddy clay according to claim 5, wherein in the step (5), when the slurry is slightly blown out, the shield tunnel can be pushed forward without reducing the water pressure of the excavation surface, and meanwhile, the pushing speed is properly increased, the splicing efficiency is improved, so that the shield tunnel can pass through the slurry blowing area as soon as possible; when slurry is seriously blown out, reducing the water pressure of the excavation surface until the soil pressure and the water pressure are balanced; the specific gravity and the viscosity of the muddy water are improved, and heavy slurry is adopted for propulsion; in order to enable the shield machine to be pushed forward, the dry sand amount of digging and cutting is checked, and whether the over-digging exists or not is confirmed; performing sufficient grouting after tunneling for a certain distance; and returning the water pressure of the excavation face to a normal state, and performing normal excavation.
7. The construction method of the shield tunnel crossing the seabed shallow covered silt and muddy clay according to claim 6, wherein in the step (6), the grouting slurry has a short initial setting time, does not crack when meeting muddy water, has certain fluidity, can uniformly fill the tunnel for one circle, and fills the building gap in time; on the basis of synchronous grouting, muddy water glass double-liquid slurry is injected, hoops are formed around the tunnel, and ring sealing treatment is carried out every 10 rings, so that a discontinuous water-stop isolation belt is longitudinally formed in the tunnel, the floating of the tunnel is slowed down and restricted, and the deformation of the tunnel is controlled.
8. The construction method of the shield tunnel according to claim 7, wherein in step (7), when the tunnel is found to float up more and the swept range is far, secondary grouting is performed on the built tunnel to cut off the continuous loss path of muddy water.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112160758A (en) * | 2020-10-19 | 2021-01-01 | 中建八局轨道交通建设有限公司 | Construction method for slurry shield to penetrate through river dike |
| CN116558696A (en) * | 2023-07-11 | 2023-08-08 | 中铁十四局集团大盾构工程有限公司 | Water and soil pressure monitoring system and method for shield construction process |
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| CN110374606A (en) * | 2019-08-02 | 2019-10-25 | 中铁十四局集团大盾构工程有限公司 | Slurry shield seabed broken formation pre-grouting pressure maintaining construction method |
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| CN101131090A (en) * | 2007-10-09 | 2008-02-27 | 中铁二局股份有限公司 | Construction method for shallow soil-covered river bed under shield tunnel |
| CN102926759A (en) * | 2012-11-05 | 2013-02-13 | 中铁隧道集团有限公司 | Long-distance tunneling construction method for big-diameter slurry shield underwater shallow earthing |
| CN103603670A (en) * | 2013-11-21 | 2014-02-26 | 上海市基础工程集团有限公司 | Construction method of ultra-deep-earthed shield crossing complex formations |
| CN110259467A (en) * | 2019-05-21 | 2019-09-20 | 重庆大学 | Rivers construction method is worn under slurry balance shield |
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| CN112160758A (en) * | 2020-10-19 | 2021-01-01 | 中建八局轨道交通建设有限公司 | Construction method for slurry shield to penetrate through river dike |
| CN116558696A (en) * | 2023-07-11 | 2023-08-08 | 中铁十四局集团大盾构工程有限公司 | Water and soil pressure monitoring system and method for shield construction process |
| CN116558696B (en) * | 2023-07-11 | 2023-09-26 | 中铁十四局集团大盾构工程有限公司 | Water and soil pressure monitoring system and method for shield construction process |
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Application publication date: 20200214 |