CN114033391B - Construction and monitoring method for shield underpass highway viaduct of water-rich sand layer - Google Patents
Construction and monitoring method for shield underpass highway viaduct of water-rich sand layer Download PDFInfo
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- CN114033391B CN114033391B CN202111345084.9A CN202111345084A CN114033391B CN 114033391 B CN114033391 B CN 114033391B CN 202111345084 A CN202111345084 A CN 202111345084A CN 114033391 B CN114033391 B CN 114033391B
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- 238000010276 construction Methods 0.000 title claims abstract description 50
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 41
- 238000000034 method Methods 0.000 title claims abstract description 29
- 238000012544 monitoring process Methods 0.000 title claims abstract description 23
- 239000004576 sand Substances 0.000 title claims abstract description 22
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 47
- 239000002689 soil Substances 0.000 claims abstract description 32
- 230000005641 tunneling Effects 0.000 claims abstract description 29
- 239000002893 slag Substances 0.000 claims abstract description 10
- 238000005259 measurement Methods 0.000 claims abstract description 8
- 239000004568 cement Substances 0.000 claims description 9
- 230000002787 reinforcement Effects 0.000 claims description 9
- 238000003756 stirring Methods 0.000 claims description 9
- 238000007689 inspection Methods 0.000 claims description 6
- 239000007788 liquid Substances 0.000 claims description 6
- 239000002002 slurry Substances 0.000 claims description 6
- 238000009412 basement excavation Methods 0.000 claims description 5
- 239000006260 foam Substances 0.000 claims description 5
- 238000002156 mixing Methods 0.000 claims description 4
- 238000012937 correction Methods 0.000 claims description 3
- 239000003673 groundwater Substances 0.000 claims description 3
- 230000002093 peripheral effect Effects 0.000 claims description 3
- 229920002635 polyurethane Polymers 0.000 claims description 3
- 239000004814 polyurethane Substances 0.000 claims description 3
- 238000003825 pressing Methods 0.000 claims description 3
- 238000004080 punching Methods 0.000 claims description 3
- 230000001360 synchronised effect Effects 0.000 claims description 3
- 238000002347 injection Methods 0.000 claims description 2
- 239000007924 injection Substances 0.000 claims description 2
- 238000012545 processing Methods 0.000 abstract description 3
- 230000002708 enhancing effect Effects 0.000 abstract 1
- 239000000243 solution Substances 0.000 description 8
- ONCZQWJXONKSMM-UHFFFAOYSA-N dialuminum;disodium;oxygen(2-);silicon(4+);hydrate Chemical compound O.[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[Na+].[Na+].[Al+3].[Al+3].[Si+4].[Si+4].[Si+4].[Si+4] ONCZQWJXONKSMM-UHFFFAOYSA-N 0.000 description 6
- 229920002401 polyacrylamide Polymers 0.000 description 6
- 229940080314 sodium bentonite Drugs 0.000 description 6
- 229910000280 sodium bentonite Inorganic materials 0.000 description 6
- 239000003607 modifier Substances 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000002035 prolonged effect Effects 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
Classifications
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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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
-
- 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
- E21D11/08—Lining with building materials with preformed concrete slabs
-
- 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
- E21D9/003—Arrangement of measuring or indicating devices for use during driving of tunnels, e.g. for guiding machines
-
- 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
- E21D9/0607—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield being provided with devices for lining the tunnel, e.g. shuttering
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Civil Engineering (AREA)
- Soil Sciences (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention relates to the technical field of a water-rich sand layer shield construction method, in particular to a construction and monitoring method for a water-rich sand layer shield underpass highway viaduct, which comprises the following steps: s1, constructing a reinforcing area; s2, carrying out dewatering treatment on the reinforced area; s3, checking the soil body compressive strength and the water level height of the reinforced area; s4, replacing a cutting knife with a hob to start tunneling, synchronously carrying out slag soil reconstruction construction, and grouting in a shield tail water stop hoop; s5, after entering a reinforcing area, gradually reducing a soil pressure set value, continuously reinforcing the shield by using a circular lining assembled by prefabricated segments at the rear of the shield, and enhancing the attitude measurement of the shield and the stratum deformation monitoring; s6, immediately performing secondary grouting on the pipe piece wall through the pipe piece grouting holes after the pipe piece is moved out of the reinforcing area, and switching the hob into the cutting blade. According to the invention, the reinforcing area is arranged below the ground surface below the viaduct of the highway, so that various means of lowering water level and improving dregs in the processing area are carried out, and the safety in the shield construction process is effectively improved.
Description
Technical Field
The invention relates to the technical field of water-rich sand layer shield construction methods, in particular to a construction and monitoring method for a water-rich sand layer shield underpass highway viaduct.
Background
The water-rich sand layer has extremely high compressibility, poor self-stability and low bearing capacity, is extremely easy to induce disaster accidents such as sand collapse and the like of a shield tunnel in the tunneling process of the shield machine, seriously threatens the tunnel excavation safety, and is easy to damage the original relatively stable or balanced state of the stratum in the shield construction process, so that the transverse acting force of the shield machine on the head of the shield machine and the pile foundation of the underpass highway and the overpass is excessive, thereby endangering the safety of the shield machine and the overpass of the highway. The conventional means for construction of the water-rich sand layer is to modify the soil quality of the water-rich sand layer, but the method is easy to deform (subside or swell) the ground surface when a large building exists on the ground surface, so that the ground surface building is affected.
The Chinese patent with the authority of publication number CN107987839A discloses a dregs modifier for shield construction of a water-rich sand layer, and proposes a construction method for the modifier: preparing sodium bentonite solution and polyacrylamide solution in a sodium bentonite stirring tank and a polyacrylamide stirring tank respectively; injecting sodium bentonite slurry and polyacrylamide solution prepared in a sodium bentonite stirring tank and a polyacrylamide stirring tank into dregs to be improved through a grouting pipeline; 2 of the 6 foam grouting holes reserved in the shield cutter head are selected to be filled with sodium bentonite solution, 1 grouting hole is filled with polyacrylamide solution, and the rest 3 grouting holes are uniformly filled with foam modifier; and 3 grouting holes in 4 grouting holes reserved on the wall of the shield soil bin are selected to be filled with sodium bentonite solution, and 1 grouting hole is filled with polyacrylamide solution.
However, the above disclosed solution has the following disadvantages: in the scheme, the influence of the surface deformation on the surface building cannot be avoided, and the surface building is easily endangered.
Disclosure of Invention
The invention aims to solve the problems in the background technology and provides a construction and monitoring method for a water-rich sand layer shield to prevent earth surface subsidence from penetrating through a highway viaduct.
The technical scheme of the invention is as follows: a construction and monitoring method for a water-rich sand layer shield to penetrate through a highway viaduct comprises the following steps:
s1, constructing a reinforcing area below a highway viaduct;
s2, arranging a plurality of groups of dewatering wells in the reinforced area to carry out dewatering level treatment on the reinforced area;
s3, after dewatering treatment, punching inspection holes, inspecting the compressive strength of soil bodies in the reinforced area and the water level height after dewatering, arranging at least 9 full sections of the inspection holes, arranging in a shape like a Chinese character 'mi', detecting reinforced soil bodies, wherein the compressive strength is more than 0.8MPa, and reducing the water level in the reinforced area to 2m below the bottom surface of the shield machine;
s4, before the shield tunneling machine enters the reinforcing area, suspending shield tunneling, changing a cutting knife into a hob to start tunneling, synchronously carrying out slag soil reconstruction construction, and grouting a shield tail water stop hoop to form a water stop ring;
s5, after the shield machine enters a reinforcing area, manually gradually reducing a soil pressure set value, simultaneously slowing down a tunneling speed, continuously reinforcing a circular lining assembled by prefabricated segments behind the shield, reinforcing attitude measurement and stratum deformation monitoring of the shield, stopping construction when the attitude measurement and stratum deformation monitoring exceed limit values, and continuing tunneling after correction by adopting effective measures;
s6, after the shield tunneling machine moves out of the reinforcing area, performing secondary grouting on the wall of the pipe piece through the pipe piece grouting holes immediately, tightly filling gaps between the pipe piece and the reinforced soil body, suspending shield tunneling, switching the hob into the cutting knife, adjusting shield parameters, properly accelerating tunneling speed, and synchronously performing slag soil reconstruction construction.
Preferably, in S1, the method for constructing the reinforcing region includes the following steps: s11, constructing a group of reinforced longitudinal walls underground at two sides of the shield construction direction, wherein the reinforced longitudinal walls are reinforced cement walls, the length of the reinforced longitudinal walls is required to be longer than the length of the reinforced longitudinal walls under the overhead bridge through which the shield construction is carried out, the head part and the tail part of the reinforced longitudinal walls are required to be positioned at the outer side of the overhead bridge, the distance between the two groups of reinforced longitudinal walls is longer than the width of the shield tunnel, and the two groups of reinforced longitudinal walls are positioned at two sides of the shield tunnel; s12, constructing reinforcing transverse walls at equal intervals along the advancing direction of the shield, wherein the reinforcing transverse walls are transverse underground continuous walls, and forming a closed waterproof curtain by adopting plain concrete underground continuous walls; s13, reinforcing the reinforcing transverse walls, and reinforcing stratum in the shield construction range by adopting triaxial stirring piles between the plain concrete underground continuous walls.
Preferably, in S12, the thickness of the plain concrete underground diaphragm wall is 500mm, and the bottom of the plain concrete underground diaphragm wall enters the water-impermeable layer mucky soil layer for 2m.
Preferably, in S12, the method for constructing the underground continuous wall comprises: a slot-digging machine is used on the ground, a long and narrow deep slot is dug along the peripheral axis of the deep-digging engineering under the condition of mud wall protection, and concrete is poured into the slot sections by a conduit method after the slot is cleared, so that a continuous underground continuous wall is built underground section by section.
Preferably, in S13, the reinforcement depth between the reinforcement transverse walls is 3m from the ground to the bottom of the shield tunnel, the reinforcement length is preferably 1m extended from the head to the tail and the cement mixing amount in the reinforcement area of the stirring pile is 15%, and the cement ratio is 1.0.
Preferably, in S4, the pipe piece lifting hole is subjected to full-ring pressure injection of polyurethane and double-liquid slurry in the front 5 rings of the reinforcing area, gaps between lining pipe pieces and the excavation surface are filled densely, and a water stop hoop is formed behind the shield tail.
Preferably, in S4, the slag modification uses foam.
Preferably, in S5, the effective measures include synchronous grouting, to make the gap between the reinforced soil body and the pipe piece compact, to control the sedimentation of surrounding stratum, and to perform secondary grouting on the annular pipe piece at the joint of the reinforced area and the non-reinforced area, to form a second water-stop hoop by pressing the double-liquid grouting, and to thoroughly stop the groundwater outside the reinforced area.
Compared with the prior art, the invention has the following beneficial technical effects: by arranging the reinforcing area below the earth surface below the expressway viaduct, various means of lowering water level and improving dregs in the processing area are carried out to ensure the safety in the shield construction process below the expressway viaduct, and meanwhile, the shield attitude measurement and earth surface deformation monitoring of shield construction are matched to ensure that the earth surface deformation is in a reasonable range and ensure the stable state of the expressway viaduct.
Drawings
FIG. 1 is a flow chart of a construction and monitoring method for a water-rich sand layer shield to penetrate a highway viaduct;
FIG. 2 is a flow chart of a method of constructing a reinforced region;
fig. 3 is a schematic structural view of the reinforced region.
Detailed Description
Example 1
As shown in fig. 1 and 3, the construction and monitoring method for the shield to penetrate through the expressway viaduct of the water-rich sand layer provided by the invention comprises the following steps:
s1, constructing a reinforcing area below a highway viaduct;
s2, arranging a plurality of groups of dewatering wells in the reinforced area to carry out dewatering level treatment on the reinforced area;
s3, after dewatering treatment, punching inspection holes, inspecting the compressive strength of soil bodies in the reinforced area and the water level height after dewatering, arranging at least 9 full sections of the inspection holes, arranging in a shape like a Chinese character 'mi', detecting reinforced soil bodies, wherein the compressive strength is more than 0.8MPa, and reducing the water level in the reinforced area to 2m below the bottom surface of the shield machine;
s4, before the shield tunneling machine enters the reinforcing area, suspending shield tunneling, changing a cutting knife into a hob to start tunneling, synchronously carrying out slag soil reconstruction construction, adopting foam for slag soil reconstruction, grouting a water stop ring on a shield tail water stop ring, carrying out full-ring pressure grouting of polyurethane and double-liquid slurry on a 5-ring front part of a pipe piece lifting hole in the reinforcing area, and tightly filling gaps between lining pipe pieces and an excavation surface;
s5, after the shield machine enters a reinforcing area, manually gradually reducing a soil pressure set value, simultaneously slowing down a tunneling speed, continuously reinforcing a circular lining assembled by prefabricated segments behind the shield, reinforcing shield attitude measurement and stratum deformation monitoring, stopping construction when exceeding limit values, and continuing tunneling after correction by adopting effective measures, wherein the effective measures comprise synchronous grouting, enabling gaps between reinforced soil bodies and segments to be filled tightly, controlling surrounding stratum to settle, carrying out secondary grouting on annular pipe sheets at joints of the reinforcing area and non-reinforcing area, and pressing and grouting double-liquid slurry to form a second water stop hoop so as to thoroughly prevent groundwater from outside the reinforcing area;
s6, after the shield machine moves out of the reinforcing area, performing secondary grouting on the wall of the pipe piece through the pipe piece grouting holes immediately, tightly filling gaps between the pipe piece and the reinforced soil body, suspending shield tunneling, switching the hob into the cutting knife, adjusting the shield parameters, properly accelerating tunneling speed, and synchronously performing slag soil reconstruction construction
In the embodiment, the reinforcement area is arranged below the ground surface below the highway viaduct, the safety in the shield construction process below the highway viaduct is ensured by carrying out various means of water level reduction and dregs transformation in the processing area, and meanwhile, the ground surface deformation is ensured to be in a reasonable range by matching with the shield attitude measurement and ground surface deformation monitoring of the shield construction, so that the stable state of the ground surface highway viaduct is ensured.
Example two
As shown in fig. 2, the construction method of the reinforced region includes the following steps:
s11, constructing a group of reinforced longitudinal walls underground at two sides of the shield construction direction, wherein the reinforced longitudinal walls are reinforced cement walls, the length of the reinforced longitudinal walls is required to be longer than the length of the reinforced longitudinal walls under the overhead bridge through which the shield construction is carried out, the head part and the tail part of the reinforced longitudinal walls are required to be positioned at the outer side of the overhead bridge, the distance between the two groups of reinforced longitudinal walls is longer than the width of the shield tunnel, and the two groups of reinforced longitudinal walls are positioned at two sides of the shield tunnel;
s12, constructing a reinforced diaphragm wall at equal intervals along the advancing direction of the shield, wherein the reinforced diaphragm wall is a transverse underground diaphragm wall, a closed waterproof curtain is formed by adopting a plain concrete underground diaphragm wall, the thickness of the plain concrete underground diaphragm wall is 500mm, the bottom of the plain concrete underground diaphragm wall enters a water-impermeable layer mucky soil layer for 2m, and the construction method of the underground diaphragm wall comprises the following steps: a groove cutting machine is adopted on the ground, a long and narrow deep groove is cut out along the peripheral axis of the deep excavation project under the condition of mud wall protection, concrete is poured into the groove by a conduit method after the groove is cleared to form a unit groove section, and the continuous underground continuous wall is formed by the section by section;
s13, reinforcing the shield construction range stratum by adopting triaxial stirring piles between the reinforcing transverse walls, wherein the reinforcing depth between the reinforcing transverse walls is 3m from the ground to the bottom of the shield tunnel, the reinforcing length is proper to completely penetrate through the viaduct area of the expressway and is respectively prolonged by 1m from the beginning to the end, the cement mixing amount of the stirring pile reinforcing area is 15%, and the water-cement ratio is 1.0.
In the embodiment, the strength of the shield construction soil under the highway viaduct is improved by reinforcing the longitudinal wall and the transverse wall, the gushing, collapse and surface deformation are prevented in the shield construction process, and the construction safety of the shield machine and the stability of the surface viaduct are effectively ensured.
The embodiments of the present invention have been described in detail with reference to the drawings, but the present invention is not limited thereto, and various changes can be made within the knowledge of those skilled in the art without departing from the spirit of the present invention.
Claims (7)
1. The construction and monitoring method for the shield tunneling of the water-rich sand layer through the highway viaduct is characterized by comprising the following steps of:
s1, constructing a reinforcing area below a highway viaduct; the construction method of the reinforced area comprises the following steps: s11, constructing a group of reinforced longitudinal walls underground at two sides of the shield construction direction, wherein the reinforced longitudinal walls are reinforced cement walls, the length of the reinforced longitudinal walls is required to be longer than the length of the reinforced longitudinal walls under the overhead bridge through which the shield construction is carried out, the head part and the tail part of the reinforced longitudinal walls are required to be positioned at the outer side of the overhead bridge, the distance between the two groups of reinforced longitudinal walls is longer than the width of the shield tunnel, and the two groups of reinforced longitudinal walls are positioned at two sides of the shield tunnel; s12, constructing reinforcing transverse walls at equal intervals along the advancing direction of the shield, wherein the reinforcing transverse walls are transverse underground continuous walls, and forming a closed waterproof curtain by adopting plain concrete underground continuous walls; s13, reinforcing the reinforcing transverse walls, wherein triaxial stirring piles are adopted between the plain concrete underground continuous walls to reinforce stratum in the shield construction range;
s2, arranging a plurality of groups of dewatering wells in the reinforced area to carry out dewatering level treatment on the reinforced area;
s3, after dewatering treatment, punching inspection holes, inspecting the compressive strength of soil bodies in the reinforced area and the water level height after dewatering, arranging at least 9 full sections of the inspection holes, arranging in a shape like a Chinese character 'mi', detecting reinforced soil bodies, wherein the compressive strength is more than 0.8MPa, and reducing the water level in the reinforced area to 2m below the bottom surface of the shield machine;
s4, before the shield tunneling machine enters the reinforcing area, suspending shield tunneling, changing a cutting knife into a hob to start tunneling, synchronously carrying out slag soil reconstruction construction, and grouting a shield tail water stop hoop to form a water stop ring;
s5, after the shield machine enters a reinforcing area, manually gradually reducing a soil pressure set value, simultaneously slowing down a tunneling speed, continuously reinforcing a circular lining assembled by prefabricated segments behind the shield, reinforcing attitude measurement and stratum deformation monitoring of the shield, stopping construction when the attitude measurement and stratum deformation monitoring exceed limit values, and continuing tunneling after correction by adopting effective measures;
s6, after the shield tunneling machine moves out of the reinforcing area, performing secondary grouting on the wall of the pipe piece through the pipe piece grouting holes immediately, tightly filling gaps between the pipe piece and the reinforced soil body, suspending shield tunneling, switching the hob into the cutting knife, adjusting shield parameters, properly accelerating tunneling speed, and synchronously performing slag soil reconstruction construction.
2. The construction and monitoring method for the shield-driven underpass expressway viaduct of the water-rich sand layer according to claim 1, wherein in S12, the thickness of the plain concrete underground diaphragm wall is 500mm, and the bottom of the plain concrete underground diaphragm wall enters into the water-impermeable layer mucky soil layer for 2m.
3. The method for constructing and monitoring the overpass of the water-rich sand layer shield underpass highway according to claim 1, wherein in S12, the method for constructing the underground diaphragm wall is as follows: a slot-digging machine is used on the ground, a long and narrow deep slot is dug along the peripheral axis of the deep-digging engineering under the condition of mud wall protection, and concrete is poured into the slot sections by a conduit method after the slot is cleared, so that a continuous underground continuous wall is built underground section by section.
4. The construction and monitoring method for the viaduct of the water-rich sand layer shield underpass highway according to claim 1, wherein in S13, the reinforcement depth between the reinforcement transverse walls is 3m from the ground to the bottom of the shield tunnel, the reinforcement length is preferably 1m extended from the head to the tail of the viaduct area, the cement mixing amount in the reinforcement area of the mixing pile is 15%, and the water-cement ratio is 1.0.
5. The construction and monitoring method for the shield tunneling expressway viaduct with the water-rich sand layer according to claim 1, wherein in the step S4, the pipe piece lifting holes are subjected to full-ring pressure injection of polyurethane and double-liquid slurry in front of a reinforcing area in a way of 5 rings, gaps between the lining pipe pieces and the excavation surface are filled densely, and water-stopping hoops are formed behind the shield tail.
6. The construction and monitoring method for the shield tunneling of the water-rich sand layer through the highway viaduct according to claim 1, wherein in S4, the slag soil is reformed by using foam.
7. The construction and monitoring method for the shield tunneling expressway viaduct with the water-rich sand layer according to claim 1, wherein in the step S5, effective measures include synchronous grouting, enabling the gap between the reinforced soil body and the duct piece to be filled tightly, controlling surrounding stratum to subside, performing secondary grouting on annular pipe pieces at joints of the reinforced area and the non-reinforced area, pressing and grouting double liquid slurries to form a second water stop hoop, and thoroughly preventing groundwater from being outside the reinforced area.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111345084.9A CN114033391B (en) | 2021-11-15 | 2021-11-15 | Construction and monitoring method for shield underpass highway viaduct of water-rich sand layer |
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| CN202111345084.9A CN114033391B (en) | 2021-11-15 | 2021-11-15 | Construction and monitoring method for shield underpass highway viaduct of water-rich sand layer |
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| CN114033391B true CN114033391B (en) | 2023-09-01 |
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| CN111350509A (en) * | 2020-01-21 | 2020-06-30 | 中铁二十二局集团轨道工程有限公司 | Muck improvement and grouting method for sandy gravel stratum tunnel shield construction |
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2021
- 2021-11-15 CN CN202111345084.9A patent/CN114033391B/en active Active
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|---|---|---|---|---|
| CN203961994U (en) * | 2014-07-17 | 2014-11-26 | 中铁十一局集团城市轨道工程有限公司 | Under balancing earth-pressure shielding machine, wear the concealed tunneling structure of having runed shield tunnel |
| CN108590683A (en) * | 2018-04-04 | 2018-09-28 | 中铁二十五局集团第五工程有限公司 | A kind of rich water stream modeling stratum shield tunnel undercrossing tunnel frame bridge construction method |
| CN111156009A (en) * | 2020-01-10 | 2020-05-15 | 中铁二十二局集团轨道工程有限公司 | Construction and monitoring method for tunnel shield underpass viaduct |
| CN111350509A (en) * | 2020-01-21 | 2020-06-30 | 中铁二十二局集团轨道工程有限公司 | Muck improvement and grouting method for sandy gravel stratum tunnel shield construction |
| WO2021189813A1 (en) * | 2020-03-25 | 2021-09-30 | 中铁三局集团桥隧工程有限公司 | Construction method for crossing over existing line and crossing under sewage jacking pipe by means of water-rich sand layer shield tunneling machine at short distance |
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| Title |
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| CN114033391A (en) | 2022-02-11 |
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