CN112160758A - Construction method for slurry shield to penetrate through river dike - Google Patents
Construction method for slurry shield to penetrate through river dike Download PDFInfo
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- CN112160758A CN112160758A CN202011118285.0A CN202011118285A CN112160758A CN 112160758 A CN112160758 A CN 112160758A CN 202011118285 A CN202011118285 A CN 202011118285A CN 112160758 A CN112160758 A CN 112160758A
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- 239000002002 slurry Substances 0.000 title claims abstract description 68
- 238000010276 construction Methods 0.000 title claims abstract description 47
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 29
- 238000009412 basement excavation Methods 0.000 claims abstract description 27
- 238000000034 method Methods 0.000 claims abstract description 26
- 230000008569 process Effects 0.000 claims abstract description 18
- 239000007788 liquid Substances 0.000 claims description 47
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 36
- 230000005641 tunneling Effects 0.000 claims description 26
- 230000000694 effects Effects 0.000 claims description 24
- 239000004568 cement Substances 0.000 claims description 23
- 229910000278 bentonite Inorganic materials 0.000 claims description 11
- 239000000440 bentonite Substances 0.000 claims description 11
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 claims description 11
- 235000019353 potassium silicate Nutrition 0.000 claims description 11
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 11
- 230000001360 synchronised effect Effects 0.000 claims description 8
- 239000003795 chemical substances by application Substances 0.000 claims description 6
- 238000006073 displacement reaction Methods 0.000 claims description 5
- JEGUKCSWCFPDGT-UHFFFAOYSA-N h2o hydrate Chemical compound O.O JEGUKCSWCFPDGT-UHFFFAOYSA-N 0.000 claims description 5
- 230000002787 reinforcement Effects 0.000 claims description 5
- 239000002689 soil Substances 0.000 claims description 5
- 239000000463 material Substances 0.000 abstract description 12
- 238000004062 sedimentation Methods 0.000 abstract description 4
- 238000005516 engineering process Methods 0.000 abstract description 3
- 238000012544 monitoring process Methods 0.000 description 27
- 239000004519 grease Substances 0.000 description 18
- 238000002347 injection Methods 0.000 description 11
- 239000007924 injection Substances 0.000 description 11
- 238000007789 sealing Methods 0.000 description 7
- 238000005553 drilling Methods 0.000 description 6
- 239000004927 clay Substances 0.000 description 5
- 230000000149 penetrating effect Effects 0.000 description 5
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- 230000002441 reversible effect Effects 0.000 description 2
- 239000011435 rock Substances 0.000 description 2
- 238000005507 spraying Methods 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 229920002943 EPDM rubber Polymers 0.000 description 1
- 239000011398 Portland cement Substances 0.000 description 1
- 230000002159 abnormal effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 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
- E21D9/0642—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield having means for additional processing at the front end
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- 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
-
- 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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
- E21D9/002—Injection methods characterised by the chemical composition used
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- Architecture (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Chemical Kinetics & Catalysis (AREA)
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- Soil Sciences (AREA)
- Chemical & Material Sciences (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a construction method for a slurry shield to pass through a river dike, which comprises the steps of reinforcing and preventing seepage through a reinforcing structure, filling an excavation gap between the diameter of a tunnel excavated by a shield cutter head and a shield body through a mud-effect-resisting material in the process of advancing the shield, avoiding sedimentation through a specific mud-effect-resisting material component, grouting and reinforcing a deep hole of a tunnel through a floral tube after the shield passes through the river dike, effectively controlling the sedimentation of the shield passing through the river dike under the organic combination of a plurality of reinforcing and seepage-resisting measures, and ensuring the safe operation of the river dike. The invention solves the problem that the ground settlement control of the tunnel construction of the lower through river dike is difficult by the existing shield construction technology.
Description
Technical Field
The invention relates to the technical field of shield construction, in particular to a construction method for a slurry shield to penetrate through a river dike.
Background
In recent years, with the rapid development of urban subway tunnels, shields are gradually applied to tunnels such as coal mines, electric power tunnels, water tunnels and the like. Therefore, the influence of the shield construction on the buildings (structures) around the ground becomes a serious difficulty in the shield construction. Especially, the shield is more important for construction settlement control when penetrating through the river dike.
The slurry shield penetrates through the river dike, and on the basis of ensuring the operation of the existing river dike, the settlement value of the river dike is controlled within the allowable range of-2 mm to-3 mm, so that the water seepage of cracks caused by the settlement of the river dike is avoided, the construction safety is ensured, and the safety of lives and properties of people is ensured.
Disclosure of Invention
In order to overcome the defects in the prior art, a construction method for a slurry shield to penetrate through a river dike is provided so as to solve the problem that the ground settlement control of the tunnel construction of the downward penetration of the river dike is difficult in the existing shield construction technology.
In order to achieve the purpose, the construction method for the slurry shield to penetrate through the river dike comprises the following steps:
constructing a reinforced structure in a dike on an excavation route of a tunnel, wherein the bottom of the reinforced structure extends to the lower part of the excavation route, and the reinforced structure comprises a cut-off wall arranged along the length direction of the dike and a plurality of high-pressure jet grouting piles respectively arranged at two opposite sides of the cut-off wall;
the slurry shield tunneling method comprises the steps that a slurry shield tunnels and downwards penetrates through a river dike, a mud-restraining effect is provided in the propelling process of the slurry shield, the mud-restraining effect comprises first liquid and second liquid, the first liquid comprises bentonite and water, the second liquid comprises water glass and water, and when an excavation gap between the diameter of a cutter head excavated by the slurry shield and a shield body of the slurry shield subsides, the mud-restraining effect is filled in the excavation gap to prevent the excavation gap from settling;
and after the slurry shield penetrates through the river dike and is subjected to synchronous grouting and secondary grouting, carrying out deep hole grouting reinforcement on a soil body above the tunnel through a perforated pipe in the tunnel.
Further, when the reinforced structure and the slurry shield are constructed to penetrate through the river dike, the horizontal displacement of the front beach of the river dike and seepage on two opposite sides of the impervious wall are monitored.
Further, when the high-pressure jet grouting pile is constructed, after the high-pressure jet grouting pile guide hole reaches the designed elevation, a 100L accelerating agent is injected into the pile hole of the high-pressure jet grouting pile, cement slurry with the water-cement ratio of 1.0 is injected, and the accelerating agent accounting for 1% of the mass of the cement slurry is mixed in the cement slurry.
Further, the mass ratio of the bentonite to the water in the first liquid is 1: 1.77 to 2.
Further, the mass ratio of the water glass liquid to the water in the second liquid is 1: 1.
further, the adding amount of the second liquid is 4-6% of the volume of the first liquid.
The construction method for the slurry shield to penetrate through the river dike has the advantages that the river dike is reinforced and prevented from seepage through the reinforcing structure before construction, in the shield advancing process, the excavation gap between the tunnel diameter excavated by the shield cutter head and the shield body is filled through the mud-effect-resisting material, settlement is avoided through specific mud-effect-resisting material components, after the slurry shield penetrates through the river dike, the tunnel deep hole is grouted and reinforced through the floral tube, the settlement of the shield penetrating through the river dike is effectively controlled under the organic combination of a plurality of reinforcing and seepage-proofing measures, and the safe operation of the river dike is ensured.
Drawings
Other features, objects and advantages of the present application will become more apparent upon reading of the following detailed description of non-limiting embodiments thereof, made with reference to the accompanying drawings in which:
fig. 1 is a schematic view of a tunnel structure passing through a river levee.
Fig. 2 is a top view of a tunnel structure passing through a river levee according to an embodiment of the present invention.
Fig. 3 is a schematic diagram of deep hole grouting according to an embodiment of the invention.
Fig. 4 is a process flow chart of the construction method for the slurry shield to pass through the river dike according to the embodiment of the invention.
Detailed Description
The present application will be described in further detail with reference to the following drawings and examples. It is to be understood that the specific embodiments described herein are merely illustrative of the relevant invention and not restrictive of the invention. It should be noted that, for convenience of description, only the portions related to the present invention are shown in the drawings.
It should be noted that the embodiments and features of the embodiments in the present application may be combined with each other without conflict. The present application will be described in detail below with reference to the embodiments with reference to the attached drawings.
Fig. 1 is a schematic view of a tunnel structure of a downward-through embankment according to an embodiment of the present invention, fig. 2 is a top view of the tunnel structure of the downward-through embankment according to the embodiment of the present invention, fig. 3 is a schematic view of deep hole grouting according to the embodiment of the present invention, and fig. 4 is a process flow diagram of a construction method for a slurry shield to pass through the embankment according to the embodiment of the present invention.
Referring to fig. 1 to 4, the invention provides a construction method for a slurry shield to pass through a river dike, which comprises the following steps:
s1: on the excavation route of tunnel 1, construct reinforced structure 2 in river levee 3, the bottom of reinforced structure 2 extends the below of excavation route, and reinforced structure 2 includes the cut-off wall 22 that sets up along the length direction of river levee 3 and sets up respectively in many high-pressure jet grouting piles 21 of the relative both sides of cut-off wall 22.
In the present embodiment, the tunnel 1 passing below the dike 3 has an originating well 11 and a receiving well 12 at both ends. The starting well and the receiving well are respectively arranged on one side of the river dike far away from the river surface.
And before reinforcing the river dike, construction lofting is carried out, and the construction range of reinforcing the river dike is determined. And then surveying the surrounding environment of the construction influence range, carrying out geological detection on pipelines and the dike body of the dike, carrying out in-situ pile testing on the reinforcing range of the dike, and determining the optimal parameters of the reinforcing construction.
When the reinforcing structure of the river levee is constructed, high-pressure jet grouting piles with the pile diameter of 0.6m, the pile distance of 2m and square arrangement are adopted for reinforcing in the reinforcing range of the river levee, the reinforcing transverse range (along the length direction of the river levee) is 25m on each side of the central line of a shield (namely a tunnel), the reinforcing longitudinal range (along the width direction of the river levee) is an area within 5m of the top of the levee and 5m outside the slope toe of the upstream face, and the reinforcing depth is 2m from the ground to the bottom plate of the tunnel. And arranging the impervious walls in the range of 50m (25 m on each of the left side and the right side of the central line of the shield) along the length direction of the embankment body at the top of the river dike, and enabling the wall bottoms of the impervious walls to enter 2m below the bottom plate of the tunnel for high-pressure rotary spraying reinforcement. The impervious wall is a high-pressure jet grouting secant pile.
Slope protection: according to detection, 4 meters of slope protection stones below the earth surface of the river levee are drilled, the drilling process is stopped when the drilling is difficult, the diamond bit is replaced, and the roller bit is replaced after the drilling is completed to continue drilling construction.
And (4) lofting, namely lofting by a measurer according to a design drawing before reinforcing the river levee dike, marking the range of the construction area, marking the levee at the reinforcing range on the drawing, and lofting the pile position.
Parameters are as follows: the cement mixing amount of the high-pressure jet grouting pile is 28-30%, the water cement ratio is 1.0, and the lifting speed is 8 cm/min. The construction adopts 0.7Mpa air pressure and 20-25Mpa spraying pressure, and the 28-day compressive strength is not lower than 1 MPa.
The main geology: in this embodiment, the permeability coefficient of the dike body of the dike is mainly 5.0 × 10-5Silt silty clay and permeability coefficient of 4.5 multiplied by 10-4The clay is sandwiched by clay.
The river dike reinforcing method comprises the following steps:
when the high-pressure jet grouting pile 21 is constructed, after the hole of the high-pressure jet grouting pile 21 is led to the designed elevation, 100L of accelerating agent is injected into the pile hole of the high-pressure jet grouting pile 21, cement paste with the water cement ratio of 1.0 is injected, and 1% of accelerating agent of the cement paste is mixed in the cement paste, so that the injected cement paste is quickly solidified to form a bottom, the phenomenon that the injected cement paste flows in a stratum with a large permeability coefficient under the action of high pressure is prevented, quick-drying cement is used for quickly sealing the hole after pile forming is completed, and the phenomenon that the cement paste flows out under the high water pressure of a river edge.
And (3) reinforcing construction sequence: and preferentially constructing a reinforcing area in the dike, constructing the reinforcing area outside the dike, drilling grouting holes in a jumping mode, and drilling the positions of the skipped grouting holes after the grouting holes in front are stable, so that slurry channeling caused by over-close piling is prevented from influencing piling quality. And finally, constructing the impervious wall in the central area of the embankment body, forming piles on two sides of the river embankment at the moment, effectively preventing excessive slurry from flowing to other places, constructing an occlusive pile at the position where the piles are formed to be solidified, and preventing the slurry from flowing outwards under the action of high pressure.
And the quality of the pile is not lower than 1MPa after the reinforced structure construction is finished for 28 days.
When the reinforced structure 2 and the slurry shield are constructed to penetrate the river dike 3, the horizontal displacement of the front beach of the river dike 3 and seepage on two opposite sides of the impervious wall 22 are monitored.
The monitoring contents are the same in the reinforcing construction period of the dikes at the two banks and the construction period of the tunnel passing through the dikes at the two banks.
The river levee is arranged and is subsided the monitoring point and include:
and (6) inspecting.
And (3) performing inspection tour during construction aiming at the top of the river dike (including the flood wall), the water-facing slope, the backwater slope and other facing structures, and inspecting whether cracks, abnormal deformation, leakage and the like exist.
And monitoring the surface deformation of the river dike.
Along the length direction of the river dike, monitoring points are arranged every 20m, and the number of the sections of 5 sections of each of the south and north banks is 10. 6 monitoring points are buried in each monitoring section, and 60 deformation monitoring points are used in total. Wherein a monitoring point is arranged below the normal water level of the water-facing slope of the river dike, a monitoring point is arranged above the normal water level, a monitoring point is arranged at the dike shoulder of the water-facing slope, a monitoring point is arranged at the dike top, a monitoring point is arranged at the dike shoulder of the dike back water slope, a monitoring point is arranged at the dike foot of the dike back water slope, and the monitoring point is more than 1m away from the barrier. And observing the vertical and horizontal displacement of the dike.
The deformation monitoring point should consider the common use of the tunnel construction period and the operation period.
And thirdly, monitoring the horizontal displacement of the deep layer of the beach before the river dike.
Along the length direction of the river dike, monitoring points are arranged every 20m at deep layers of the front beach of the river dike, and 5 sections are arranged on each of the south bank and the north bank. The number of the monitoring sections is 10, and 1 inclinometer pipe is buried in each section, and the number of the inclinometer pipes is 10.
And fourthly, monitoring seepage.
And (4) monitoring the seepage pressure of the dike body, the dike foundation and the part below the dike foundation (above the tunnel top) of the river dike.
Along the length direction of the river dike, monitoring points are arranged every 20m, and the number of the sections of 5 sections of each of the south and north banks is 10. 8 osmometers are buried in each section, wherein 3 osmometers are arranged in front of the high-pressure swing spray grouting impervious wall, and the elevations are respectively
5 osmometers are arranged behind the impervious wall (namely the back water side of the impervious wall), and the elevations are respectively
There are 48 osmometers in total.
The osmometer is buried in the dyke body (dyke base) in front of and behind the impervious wall formed by high-pressure rotary jet grouting.
Fifthly, monitoring flood wall items.
In the embodiment, the river levees are provided with flood control walls, deformation monitoring sections of the flood control walls are arranged in combination with deformation monitoring sections of the levee body, each monitoring section is provided with 2-4 measuring points, and the top of each wall and the bottom of each wall are provided with 1-2 measuring points.
S2: the slurry shield is tunneled and penetrates through the river dike 3 downwards, a mud-restraining effect is provided in the propelling process of the slurry shield, the mud-restraining effect comprises first liquid and second liquid, the first liquid comprises bentonite and water, the second liquid comprises water glass and water, and when the excavation gap between the diameter of the hole excavated by the cutter head of the slurry shield and the shield body of the shield is settled, the mud-restraining effect is filled in the excavation gap to avoid settlement of the excavation gap.
In the present embodiment, step S2 includes:
a. the slurry shield is tunneled and passes through the river dike 3.
Specifically, high-quality bentonite is selected, and a mud proportioning test is carried out according to the requirements of different stratums on the mud characteristics. Preparing a sufficient amount of slurry with a certain concentration and viscosity to provide the shield slurry for recycling.
And after the slurry shield advances for 100 meters, the secondary assembly complete machine advances. The equipment is overhauled and maintained comprehensively.
And setting a downward penetration risk area at a position 50 meters away from the river levee of the slurry shield, and setting standard values for the slurry shield in the tunneling parameter adjusting section through the process parameters of slurry pressure, thrust, torque, tunneling speed, slurry index, synchronous grouting and secondary grouting.
And summarizing and analyzing the monitoring and measuring data to obtain technological parameters for ensuring settlement control, forming a control value for the slurry shield machine to penetrate through the river dike, and ensuring the ground settlement and penetration safety of the shield machine penetrating through the river dike.
Before the shield machine reaches a river dike, the shield machine is shut down, the pressurized warehouse entering cutter is checked and replaced, and the shield machine are provided with various systems for maintenance, muddy water cleaning and shield machine overhauling.
And carrying out one-time comprehensive maintenance on the slurry water treatment system of the shield machine during the period of stopping, checking and replacing the cutter before construction.
And setting a 32-meter downward penetration affected zone at the shield position as a dangerous zone, adjusting tunneling parameters according to shield dangerous zone trial tunneling parameters and settlement control conditions, optimizing shield tunneling parameters, and ensuring safe and smooth downward penetration of the river levee.
Controlling the shield attitude:
(1) and controlling the tunneling direction of the shield.
Shield attitude monitoring using automatic guidance system and manual measurement assistance
Firstly, a thrust oil cylinder of a zone operation shield tunneling machine is adopted to control the shield tunneling direction
(2) And adjusting and rectifying the tunneling attitude of the shield.
Firstly, operating a propulsion oil cylinder to adjust the posture of the shield machine, correcting the deviation and controlling and adjusting the direction of the shield machine to be in a range meeting the requirements.
And secondly, when the rolling exceeds the limit, the rolling deviation is corrected by adopting a method of reversing the shield cutter head. The allowable rolling deviation is less than or equal to 1.5 degrees, and when the allowable rolling deviation exceeds 1.5 degrees, the shield machine gives an alarm to prompt an operator to switch the rotation direction of the cutter head to reverse and correct the deviation.
The main factor for controlling the direction of the shield tunneling machine is the unilateral thrust of the jack, and when the shield tunneling machine is bent downwards, the thrust of the jack at the lower side can be increased; when the shield machine tilts upwards, the thrust of the jack on the upper side can be increased to correct the deviation.
Fourthly, the principle of correcting deviation in the vertical direction is the same, the pushing pressure of the left jack is increased when the left side deviates, and the pushing pressure of the right jack is increased when the right side deviates.
(3) Direction control and deviation correction notice.
When the rotation direction of the cutter disc is switched, a proper time interval is reserved, the oil pressure of the propulsion oil cylinder is not adjusted too fast or too large, and the segment is damaged due to sudden change of the stress state of the segment caused by too fast switching speed.
Secondly, the tunneling parameters are adjusted in time according to the stratum condition of the tunnel face, and a warning value and a limiting value are set when the tunneling direction is adjusted. When the alarm value is reached, the deviation rectifying procedure should be carried out.
And thirdly, the snake-shaped motion is corrected on the principle of slowly correcting for a long distance, and if the correction is too quick, the snake-shaped motion is more obvious. Under the condition of linear propulsion, a point where the shield is located at present and a point far away from the design line are selected to be made into a straight line, and then the line is taken as a new reference to conduct linear management. In the case of curve propulsion, a connecting line between the current position point of the shield and a far point is tangent to a design curve.
And fourthly, correctly selecting the duct piece, and ensuring the assembling quality and precision so that the end face of the duct piece is as perpendicular as possible to the planned driving direction.
And fifthly, strictly controlling the deviation rectifying force to prevent the shield tunneling machine from being stuck.
And direction control is extremely important when the shield starts and arrives, and measurement and positioning work is well performed according to the related technical requirements of starting and arriving tunneling.
And (5) controlling the shield tail in a sealing manner.
(1) Shield tail grease injection
Control of shield tail grease injection
The grease consumed by friction between the shield tail brush and the duct piece is in direct proportion to the advancing speed, and the proper injection frequency is selected to ensure the environment filling effect of the shield tail grease. If the tunneling speed is too high and the grease injection frequency is too low, the sealing grease injected into the shield tail cannot meet the consumption of the sealing grease in unit time. If the grease injection rate of the grease pump is not adjusted in time, the grease amount in the tail brush and the pressure of injected grease cannot seal the tail in time, so that the sealing effect of the tail brush is weakened, and the leakage of the tail is formed.
② treatment of leaked pulp
And local grease at the slurry leakage position must be carried out after slurry leakage occurs. And closely observing the shield tail in the tunneling process to find water leakage or slurry leakage, immediately stopping the machine, and injecting grease at a concentrated point (the grease can be injected behind the front cabin). The shield tail grease can be injected in the process of tunneling or static, but when the shield tail grease is injected during tunneling, grease can be broken and consumed, so that the shield tail grease is injected during segment assembly as far as possible after the shield tunneling machine completes one-circle tunneling under the conventional condition.
Segment splicing control
The outer arc surface of the duct piece is coated with cement-based capillary crystalline waterproof paint, a force transmission gasket is stuck to the annular longitudinal joint, and the water stop strip is an ethylene propylene diene monomer elastic sealing gasket.
And measuring the shield tail clearance twice before and after the duct piece is assembled, and selecting the duct piece according to design linearity, shield posture and shield tail clearance isolation.
By adding the grouting hole duct piece, when synchronous grouting of the shield is insufficient, grouting can be supplemented by adding the grouting hole, so that full grouting is ensured, and the river levee is prevented from settling
The method is carried out according to the processes of first-down and last-up, left-right staggering, longitudinal insertion and capping for ring forming.
Synchronous grouting and secondary grouting
The segment lining back grouting is an important process in shield construction, and the purpose of the method is mainly as follows:
filling a shield tail building gap in time, supporting rock mass around a pipe piece, and effectively controlling ground surface settlement;
secondly, the condensed slurry is used as a first waterproof barrier of the shield construction tunnel, so that the waterproof capability of the tunnel is enhanced;
and thirdly, the pipe piece is provided with early stability, and is integrated with surrounding rock masses, so that the control of the shield tunneling direction is facilitated, and the final stability of the shield tunnel can be ensured.
b. In the advancing process of the slurry shield, a mud-restraining effect is provided and comprises first liquid and second liquid, the first liquid comprises bentonite and water, the second liquid comprises water glass and water, and when the excavation gap between the diameter of the hole excavated by the cutter head of the slurry shield and the shield body of the shield, the mud-restraining effect is filled in the excavation gap to avoid the excavation gap from generating settlement.
Specifically, in the advancing process of the shield, the excavation diameter of the shield cutter head is slightly smaller than the diameter of the shield body, a building gap exists between the excavation hole diameter and the shield body, and synchronous grouting and secondary grouting can only fill the building gap between the excavation hole diameter and the shield body. The excavation gap between the excavation hole diameter of the cutter head and the shield body can generate settlement under the water and soil pressure at the river dike in the shield advancing process, so that the construction gap at the position needs to be treated, and the settlement at the gap at the shield excavation position in the shield advancing process is prevented.
And (5) construction for restraining mud effect.
The clay-restraining effect is a plastic clay material with variability (the hardness can be adjusted) but no hardening, and a first liquid and a second liquid are injected according to a certain proportion and parameters, wherein the first liquid is prepared from special bentonite and water, and the second liquid is prepared from water glass and water. The mixed liquid of the first liquid and the second liquid forms a mud-restraining effect material, and if the mixed liquid is settled during the tunneling of the shield tunneling machine, the mud-restraining effect material can be immediately remedied, and the expensive expenditure can not be generated, and the using mode is simple and quick.
The mass ratio of bentonite to water in the first liquid is 1: 1.77 to 2.
The mass ratio of the water glass liquid to the water in the second liquid is 1: 1.
the addition amount of the second liquid is 4-6% of the volume of the first liquid.
In this embodiment, the clay effect material includes: a first liquid (bentonite: water 1: 2) and a second liquid (water glass: water 1: 1). Wherein, the volume of the mud effect mixed liquid is 0.62m after the theoretical injection of 1.5m width of each ring of pipe pieces3Per m, of3The gram-mud effect comprises a first liquid (450kg bentonite, 800kg water) and 55kg of a second liquid (water glass: water 1: 1).
Injection construction for restraining mud effect
And pumping the first liquid and the second liquid, sequentially installing a flowmeter and an injection hose, and finally connecting the injection hoses of the 2 grouting machines with a mixer to form a final injection pipeline.
S3: and (3) penetrating a river dike 3 under the slurry shield, and after synchronous grouting and secondary grouting, grouting and reinforcing the deep hole of the soil body above the tunnel 1 in the tunnel 1 through a perforated pipe 4.
And the deep hole grouting reinforcement is used for supplementing grouting when the river levee is settled due to poor synchronous grouting and secondary grouting effects after the shield passes through the river levee.
And the deep hole grouting reinforcement is generally used for grouting the outer soil body within 120 degrees of the top arc top of the tunnel through the grouting holes of the segment through the perforated pipes.
Specifically, the deep hole slip casting in the tunnel includes:
1. equipment for preparing grouting material, grouting machine, electric hand drill, perforated pipe and other materials
2. The protective layer at the grouting hole position of the segment is broken through the electric hammer, the segment is drilled into the perforated pipe, the depth of the perforated pipe is determined according to the actual condition (as shown in figure 3), the segment is drilled for 1-1.5 meters outside the segment when the settlement is small, and the segment is drilled for 2.5-3 meters outside the segment when the settlement is large. The longer the perforated pipe is, the better the grouting diffusion effect is, and the better the sedimentation control effect is.
3. The grouting principle is to inject single cement slurry, and the cement slurry can quickly and efficiently penetrate into the stratum loosening and fracture under the action of grouting pressure, so that the sedimentation is effectively controlled. When the hole is sealed, the double-liquid slurry is used instead, and the grouting opening is rapidly and initially solidified, so that the reverse channeling of the slurry is avoided.
4. And (4) grouting parameters.
Using 42.5 ordinary portland cement, cement and water 1: injecting the mixture according to the weight ratio of 1, controlling the grouting pressure to be 0.5-1 MPa, and adopting double-liquid slurry during hole sealing, wherein the water glass is 1: 1 volume ratio of diluted cement slurry to cement slurry 1: 1 volume ratio injection. And after plugging, the grouting pipeline is quickly flushed.
The construction method for the slurry shield to penetrate through the river dike comprises the steps of reinforcing and seepage-proofing the river dike through a reinforcing structure before construction, filling the excavation gap between the tunnel diameter excavated by the shield cutter head and the shield body through the mud-effect-resisting material in the shield advancing process, avoiding settlement through specific mud-effect-resisting material components, grouting and reinforcing the deep hole of the tunnel through the perforated pipe after the slurry shield penetrates through the river dike, effectively controlling the settlement of the shield penetrating through the river dike under the organic combination of a plurality of reinforcing and seepage-proofing measures, and ensuring the safe operation of the river dike.
The above description is only a preferred embodiment of the application and is illustrative of the principles of the technology employed. It will be appreciated by a person skilled in the art that the scope of the invention as referred to in the present application is not limited to the embodiments with a specific combination of the above-mentioned features, but also covers other embodiments with any combination of the above-mentioned features or their equivalents without departing from the inventive concept. For example, the above features may be replaced with (but not limited to) features having similar functions disclosed in the present application.
Claims (6)
1. A construction method for a slurry shield to pass through a river dike is characterized by comprising the following steps:
constructing a reinforced structure in a dike on an excavation route of a tunnel, wherein the bottom of the reinforced structure extends to the lower part of the excavation route, and the reinforced structure comprises a cut-off wall arranged along the length direction of the dike and a plurality of high-pressure jet grouting piles respectively arranged at two opposite sides of the cut-off wall;
the slurry shield tunneling method comprises the steps that a slurry shield tunnels and downwards penetrates through a river dike, a mud-restraining effect is provided in the propelling process of the slurry shield, the mud-restraining effect comprises first liquid and second liquid, the first liquid comprises bentonite and water, the second liquid comprises water glass and water, and when an excavation gap between the diameter of a cutter head excavated by the slurry shield and a shield body of the slurry shield subsides, the mud-restraining effect is filled in the excavation gap to prevent the excavation gap from settling;
and after the slurry shield penetrates through the river dike and is subjected to synchronous grouting and secondary grouting, carrying out deep hole grouting reinforcement on a soil body above the tunnel through a perforated pipe in the tunnel.
2. The method as claimed in claim 1, wherein the horizontal displacement of the front beach of the dike and the seepage on the opposite sides of the impervious wall are monitored during the construction of the reinforcing structure and the slurry shield.
3. The construction method of claim 1, wherein when constructing the high-pressure jet grouting pile, after the pilot hole of the high-pressure jet grouting pile reaches the designed elevation, a 100L accelerating agent is injected into the pile hole of the high-pressure jet grouting pile, and then cement slurry with a water-cement ratio of 1.0 is injected, wherein the accelerating agent accounts for 1% of the mass of the cement slurry.
4. The construction method for the slurry shield to cross the river levee as claimed in claim 1, wherein the mass ratio of the bentonite in the first liquid to the water is 1: 1.77 to 2.
5. The construction method for the slurry shield to cross the river levee as claimed in claim 4, wherein the mass ratio of the water glass solution to the water in the second liquid is 1: 1.
6. the construction method for the slurry shield to cross the river levee as claimed in claim 5, wherein the addition amount of the second liquid is 4-6% of the volume of the first liquid.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113931647A (en) * | 2021-08-31 | 2022-01-14 | 中铁三局集团有限公司 | Construction method for shield underpass railway line in sandy cobble stratum |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101215969A (en) * | 2008-01-17 | 2008-07-09 | 上海交通大学 | Large diameter tunneling close range down-traversing small diameter subway tunnel distortion control method |
| CN103899323A (en) * | 2014-05-06 | 2014-07-02 | 中铁二十五局集团轨道交通工程有限公司 | Construction method of shield passing through railway yard |
| CN108049878A (en) * | 2017-11-13 | 2018-05-18 | 浙江大学城市学院 | A kind of powder land floor shield cuts the construction method that stake is crossed the river |
| CN108590678A (en) * | 2018-04-08 | 2018-09-28 | 中交公局桥隧工程有限公司 | Based on the construction method for wearing multiply road railway under shallow embedding Soft Soil Layer earth pressure balanced shield, EPBS |
| CN108999218A (en) * | 2018-08-14 | 2018-12-14 | 中铁十二局集团有限公司 | Antiseepage panel wall construction method is passed through in the construction of shield section |
| CN110792443A (en) * | 2019-11-25 | 2020-02-14 | 中铁隧道局集团有限公司 | Construction method for shield tunnel to penetrate through seabed shallow covered silt and silt clay |
-
2020
- 2020-10-19 CN CN202011118285.0A patent/CN112160758A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101215969A (en) * | 2008-01-17 | 2008-07-09 | 上海交通大学 | Large diameter tunneling close range down-traversing small diameter subway tunnel distortion control method |
| CN103899323A (en) * | 2014-05-06 | 2014-07-02 | 中铁二十五局集团轨道交通工程有限公司 | Construction method of shield passing through railway yard |
| CN108049878A (en) * | 2017-11-13 | 2018-05-18 | 浙江大学城市学院 | A kind of powder land floor shield cuts the construction method that stake is crossed the river |
| CN108590678A (en) * | 2018-04-08 | 2018-09-28 | 中交公局桥隧工程有限公司 | Based on the construction method for wearing multiply road railway under shallow embedding Soft Soil Layer earth pressure balanced shield, EPBS |
| CN108999218A (en) * | 2018-08-14 | 2018-12-14 | 中铁十二局集团有限公司 | Antiseepage panel wall construction method is passed through in the construction of shield section |
| CN110792443A (en) * | 2019-11-25 | 2020-02-14 | 中铁隧道局集团有限公司 | Construction method for shield tunnel to penetrate through seabed shallow covered silt and silt clay |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113931647A (en) * | 2021-08-31 | 2022-01-14 | 中铁三局集团有限公司 | Construction method for shield underpass railway line in sandy cobble stratum |
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Application publication date: 20210101 |