CN111396067B - Comprehensive shield steel sleeve receiving construction method in complex environment - Google Patents
Comprehensive shield steel sleeve receiving construction method in complex environment Download PDFInfo
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- CN111396067B CN111396067B CN202010235728.8A CN202010235728A CN111396067B CN 111396067 B CN111396067 B CN 111396067B CN 202010235728 A CN202010235728 A CN 202010235728A CN 111396067 B CN111396067 B CN 111396067B
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 89
- 239000010959 steel Substances 0.000 title claims abstract description 89
- 238000010276 construction Methods 0.000 title claims abstract description 36
- 239000010410 layer Substances 0.000 claims abstract description 19
- 230000005641 tunneling Effects 0.000 claims abstract description 11
- 238000003466 welding Methods 0.000 claims abstract description 9
- 238000000034 method Methods 0.000 claims abstract description 5
- 239000011241 protective layer Substances 0.000 claims abstract description 5
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 4
- 239000007788 liquid Substances 0.000 claims description 21
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 19
- 239000002689 soil Substances 0.000 claims description 9
- 239000002002 slurry Substances 0.000 claims description 8
- 238000005553 drilling Methods 0.000 claims description 7
- 230000007704 transition Effects 0.000 claims description 6
- 238000013461 design Methods 0.000 claims description 4
- 239000002344 surface layer Substances 0.000 claims description 4
- 239000000463 material Substances 0.000 claims description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims 1
- 238000007789 sealing Methods 0.000 abstract description 3
- 239000003365 glass fiber Substances 0.000 abstract description 2
- 239000000945 filler Substances 0.000 abstract 1
- 238000009434 installation Methods 0.000 abstract 1
- 239000004568 cement Substances 0.000 description 7
- 230000002787 reinforcement Effects 0.000 description 4
- NBIIXXVUZAFLBC-UHFFFAOYSA-N Phosphoric acid Chemical compound OP(O)(O)=O NBIIXXVUZAFLBC-UHFFFAOYSA-N 0.000 description 2
- 239000004927 clay Substances 0.000 description 2
- 235000019353 potassium silicate Nutrition 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 2
- 239000011398 Portland cement Substances 0.000 description 1
- 238000009825 accumulation Methods 0.000 description 1
- 229910000147 aluminium phosphate Inorganic materials 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000001035 drying Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 230000002349 favourable effect Effects 0.000 description 1
- 239000012530 fluid Substances 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 229920006395 saturated elastomer Polymers 0.000 description 1
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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
- E21D9/06—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
-
- 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
-
- 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
- E21D9/08—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield
- E21D9/087—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield with a rotary drilling-head cutting simultaneously the whole cross-section, i.e. full-face machines
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention relates to the technical field of construction, in particular to a comprehensive shield steel sleeve receiving construction method in a complex environment. Firstly, reinforcing a receiving end by adopting WSS (Wireless sensor System) horizontal grouting, and carrying out steel sleeve installation, steel sleeve bottom anchor bar welding and cushion layer construction after the foundation construction of a receiving shaft floor steel sleeve is completed. And after the hole door protective layer and the surface glass fiber ribs are stripped, sealing the steel sleeve and constructing the filler in the sleeve. And after backfilling, grinding the tunnel portal, and continuously advancing the tunnel portal into the steel sleeve in a tunneling mode. And (3) stopping the machine when the shield tail reaches the middle part of the diaphragm wall after tunneling, plugging for the first time, plugging for the second time after the shield tail is separated from a portal steel ring, plugging by adopting an arc-shaped steel plate after the sleeve is dismantled, and simultaneously grouting and filling the rear part of the arc-shaped steel plate to safely and smoothly complete shield receiving. The process has strong operability, safety and reliability, reduces the influence on the surrounding environment and is easy to popularize. The invention is mainly applied to the receiving aspect of the shield steel sleeve.
Description
Technical Field
The invention relates to the technical field of construction, in particular to a comprehensive receiving construction method for a shield steel sleeve under a complex environment.
Background
The 21 st century will be the period of development and utilization of underground space in China at high speed, and engineering construction of subway tunnels, utility tunnel, highway tunnels and the like will be carried out by increasingly selecting advanced and mature shield construction methods. In shield construction, shield launching and receiving are the key and difficult points in all working procedures, particularly shield receiving is adopted, the construction technical quality requirement of each construction stage of the shield is strict, the safety requirement is high, and particularly receiving construction is carried out in a complex geological environment, so that the difficulty is high, and the error rate is high.
Disclosure of Invention
In order to overcome the defects in the prior art, the invention provides a comprehensive receiving construction method for the shield steel sleeve in the complex environment, which accelerates the construction progress, reduces the construction risk and solves the problem of comprehensive receiving of the shield steel sleeve in the complex environment.
In order to solve the technical problems, the technical scheme adopted by the invention is as follows:
the comprehensive shield steel sleeve receiving construction method under the complex environment comprises the following steps:
s1, designing holes;
s2, horizontally grouting and reinforcing the WSS;
s3, installing and debugging the steel sleeve;
s4, welding a bottom plate anchor rod and constructing a cushion layer;
s5, backfilling a steel sleeve;
s6, manually chiseling the surface layer of the tunnel portal;
s7, constructing a shield tail water stop hoop;
s8, shield tunneling and grinding a tunnel portal;
s9, plugging a hole door.
In the step S1, two circles of drilling holes are horizontally distributed along the circumference of the portal, and inclined holes are distributed at the lower part of the portal.
And in the step S2, according to the field drilling analysis, different grouting liquids are adopted for grouting, and the grouting is stopped when the pressure of a pressure gauge is gradually increased to 1MPa or the surface of the ground is raised or runs by observing the grouting pressure gauge and the surface to be grouted.
In the step S3, firstly, determining a design central line of the wellhead tunnel in the foundation pit, connecting the standard steel sleeve and the transition ring below the design central line once, horizontally moving the jacking sleeve after the connection of the sleeve, and welding the transition ring and the portal steel ring after the positioning is finished.
In the step S4, a C20 concrete cushion layer with the thickness of 15cm is poured within the range of 60 degrees at the bottom of the steel sleeve, and the concrete cushion layer is ensured to extend into the tunnel door to be connected with the enclosure structure, so that the bearing capacity of the bottom of the soil body in the steel sleeve is enhanced.
In the step S5, the steel sleeve backfill material is mainly shield improved muck and is directly conveyed into the steel sleeve through a conveying pipeline.
In the step S6, after backfilling and tamping, a first layer of hole door is broken, and the protective layer on the back soil side of the diaphragm wall is chiseled, wherein the chiseling thickness is about 100mm, and the hole door chiseling adopts the principle of less breaking and more cutting, first breaking and then cutting.
In the step S7, a water stop hoop is applied at the position of a 10-ring behind the shield tail to prevent underground water from flowing to the opening along the outer wall of the duct piece, and the water stop hoop is made of cement water glass double-liquid slurry.
And S8, after the steel sleeve is backfilled, directly grinding the residual underground continuous wall by using a cutter head of the shield tunneling machine, and strictly controlling the torque of the cutter head to prevent the cutter head from being blocked in the grinding process of the tunnel portal.
In the step S9, after the shield finishes grinding the tunnel portal and enters the sleeve and the shield tail reaches the middle part of the diaphragm wall, the tunnel portal is plugged for the first time, after the plugging of the tunnel portal for the first time is finished for 24 hours, the shield continues to be pushed forward until the shield tail is completely separated from the tunnel portal steel ring, and after the steel sleeve is disassembled, the gap between the duct piece and the tunnel portal steel ring is welded and plugged by adopting an arc-shaped steel plate for ensuring the safety of the tunnel portal.
Compared with the prior art, the invention has the following beneficial effects:
the WSS horizontal grouting reinforcement is adopted, so that the problems that a shield receiving end ground reinforcement site cannot be provided on time due to the fact that a ground pipeline cannot be moved and changed and the like are successfully solved, and the construction period is greatly shortened; by processing the internal structure after the steel sleeve is installed, shield receiving and duct piece posture are ensured, the water leakage condition of the hole outlet section is reduced, and the cost is saved; the portal is broken by adopting the principle of 'cutting more and breaking less', the risk of breaking the portal is avoided, the construction progress is accelerated, and the cutting of the portal is more favorable for plugging the portal. The construction method is high in operability, safe and reliable, reduces influence on the surrounding environment, and is easy to popularize.
Drawings
FIG. 1 is a construction flow chart of the construction method;
FIG. 2 is a schematic view of the present invention;
FIG. 3 is a cross-sectional view of a horizontal grouting reinforcement of the present invention;
FIG. 4 is a cross-sectional view of the steel casing of the present invention after backfilling;
in the figure: the tunnel portal is 1, the outer ring hole is 2, the inner ring hole is 3, the inclined hole is 4, the shield tunneling machine is 5, the steel sleeve is 6, and the concrete cushion is 7.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be obtained by a person skilled in the art without making any creative effort based on the embodiments in the present invention, belong to the protection scope of the present invention.
The comprehensive shield steel sleeve receiving construction method under the complex environment comprises the following steps:
s1, designing holes; s2, horizontally grouting and reinforcing the WSS; s3, installing and debugging the steel sleeve 6; s4, welding a bottom plate anchor rod and constructing a cushion layer; s5, backfilling a steel sleeve 6; s6, manually chiseling the surface layer of the portal 1; s7, constructing a shield tail water stop hoop; s8, shield tunneling and grinding the tunnel portal 1; s9, plugging the hole door 1. Before the shield reaches, a receiving end is reinforced by adopting WSS horizontal grouting. After the foundation construction of the steel sleeve 6 of the receiving shaft bottom plate is completed, the steel sleeve 6 is installed, anchor bars at the bottom of the steel sleeve 6 are welded, a cushion layer is constructed, sand of 1m at the bottom is manually backfilled and tamped, and the receiving attitude and the tunnel segment exiting attitude of the shield are guaranteed. After the protective layer and the surface layer glass fiber ribs of the tunnel portal 1 are stripped, sealing the steel sleeve 6 and filling the sleeve, wherein the filling adopts shield-modified muck. After backfilling is finished, grinding the tunnel portal 1, and continuously advancing the tunnel portal into a steel sleeve 6 in a tunneling mode. And (5) grinding the front shield tail and the rear 10 rings of the ground wall by the shield to construct a water stop hoop. And stopping the machine when the shield tail reaches the middle part of the diaphragm wall after tunneling, and plugging the tunnel portal 1 for the first time. And (4) plugging the tunnel portal 1 for the second time after the shield tail is separated from the tunnel portal 1 steel ring. After the sleeve is dismantled, the arc-shaped steel plate is adopted for plugging, and meanwhile grouting filling is carried out on the arc-shaped steel plate, so that the shield receiving is safely and smoothly completed.
Preferably, in the step S1, two circles of drill holes are horizontally arranged along the circumference of the portal 1, an outer circle of holes 2 is arranged along the circumference, an inner circle of holes 3 is arranged along the circumference, the circumferential distance is 0.6m, and inclined holes 4 are arranged at the lower part of the portal 1.
Preferably, in step S2, according to the field drilling analysis, different grouting liquids are used for grouting, wherein liquid a (mass ratio) = water: cement (p.o42.5 portland cement) = 2: 1; liquid B (volume ratio) = water to water glass =1: 0.5; liquid C (volume ratio) = water: phosphoric acid (concentration 85%) = 6: 1. According to the field drilling analysis, the drilled clay silt with water seepage is grouted by adopting the ratio of liquid A to liquid B =1: 1; and (3) grouting with B liquid to C liquid =1:1 when the quicksand is drilled and water seepage is carried out, and grouting with A liquid to B liquid =1:1 after the quicksand stops. The cement paste is observed through a grouting pressure gauge and a grouted surface, and when the pressure of the pressure gauge gradually increases to 1MPa or the surface of the ground bulges or runs, grouting is stopped. Dividing the whole shield tunnel portal 1 into an upper part, a middle part and a lower part, wherein the positions of two sides of the center line of each part are not drilled, the number of the drilled holes of the upper part and the lower part is respectively 4, and the number of the drilled holes of the middle part is 6; observing the grouting compaction condition of the soil body; drilling the hole again to form clay accompanied with water seepage, wherein the ratio of A liquid to B liquid is =1:1, performing reinjection until the slurry is saturated; if the quicksand is drilled again with water seepage, adopting liquid B to liquid C =1:1 make up to slurry saturation.
Preferably, in the step S3, a design center line of the wellhead tunnel is determined in the foundation pit, the standard steel sleeve 6 and the transition ring are connected below the design center line once, the jacking sleeve is moved horizontally after the cylinder is connected, and the transition ring and the steel ring of the portal 1 are welded after the positioning is finished. The inner wall of the sleeve is internally sealed by smearing quick cement with the thickness of 20 mm. And the reaction frame, the support and the cross brace are synchronously arranged on the outer side of the cylinder body. After the steel sleeve 6 is assembled, a water-closing experiment is carried out to check the tightness of the steel sleeve, and the leakage of the steel sleeve is avoided.
Preferably, in the step S4, a C20 concrete cushion layer with the thickness of 15cm is poured in the range of 60 degrees at the bottom of the steel sleeve 6, and the concrete cushion layer 7 is ensured to extend into the tunnel door 1 to be connected with the enclosure structure, so as to enhance the bearing capacity of the bottom of the soil body in the steel sleeve 6, and in order to prevent the cushion layer from displacing due to the rotation of the cutter head, reinforcement heads with the diameter of 20 to 50mm are welded in the construction range of the cushion layer on the inner side of the sleeve, so as to increase the bonding strength between the cushion layer and the inner wall of the sleeve.
Preferably, in step S5, the backfill material of the steel sleeve 6 is mainly shield-modified muck, and is directly conveyed into the steel sleeve 6 through a conveying pipeline. The shield muck has flow plasticity, and the accumulation effect of the muck in the sleeve is effectively reduced, so that the steel sleeve 6 is favorably backfilled compactly. Meanwhile, the shield improved muck has certain water stopping property, so that soil pressure is conveniently built when the shield machine 5 enters the steel sleeve 6, water and soil inside and outside the steel sleeve 6 are kept balanced, and the risk of end ground settlement is reduced.
Preferably, in step S6, after the sand at the bottom 1m is backfilled and tamped, the first layer of opening 1 is removed, and the protective layer on the back soil side of the diaphragm wall is chiseled, wherein the chiseled thickness is about 100mm, and the opening 1 is chiseled according to the principle of 'less-breaking and more-cutting, first-breaking and then-cutting'.
Preferably, in the step S7, a water-stopping hoop is applied to a position of 10 rings behind the shield tail to prevent underground water from flowing to the opening along the outer wall of the duct piece, and the water-stopping hoop adopts cement-water-glass double-liquid slurry.
Preferably, in the step S8, after the steel sleeve 6 is backfilled, the remaining underground continuous wall is directly ground by a cutter head of the shield tunneling machine 5, and before the cutter head contacts the ground continuous wall, the thrust is gradually reduced to 7000kN, so that cracks are prevented from being generated in the portal 1 due to excessive thrust, and in the grinding process of the portal 1, the torque of the cutter head is strictly controlled, and the cutter head is prevented from being blocked.
Preferably, in the step S9, after the shield finishes grinding the tunnel portal 1 and enters the sleeve, and when the shield tail reaches the middle part of the diaphragm wall, the tunnel portal 1 is sealed for the first time, the opening of the diaphragm wall is directly cut by a cutter, and the opening is directly 6430mm of the excavation diameter of the cutter. The outer diameter of the shield tail is 6390, the single side of the gap between the shield tail and the hole is about 20mm, and the gap is small, so that double-fluid slurry is accumulated and solidified at the hole position, and the hole door 1 is plugged. After the first tunnel portal 1 is plugged for 24 hours, the shield is continuously pushed forward until the shield tail is completely separated from the tunnel portal steel ring, after the shield tail is separated from the steel ring, a large closed gap is formed in the steel ring, and grouting is performed on the closed space through the hoisting hole, so that dense filling is ensured. The grouting adopts cement-water-glass double-liquid slurry. After the steel sleeve is disassembled, in order to ensure the safety of the portal 1, an arc-shaped steel plate is adopted to weld and seal the gap between the duct piece and the portal steel ring, the inner arc of the arc-shaped steel plate is closely attached to and fixed with the outer diameter of the duct piece, and quick-drying cement is adopted for sealing; the outer arc of the arc-shaped steel plate is welded with the hole door steel ring flange, and welding leakage is avoided. And after welding is finished, grouting is carried out behind the steel plate wall by reserving grouting holes in the arc-shaped steel plate, and the grouting is made of cement single-liquid slurry with the water-cement ratio of 2: 1, so that dense filling is ensured.
Although only the preferred embodiments of the present invention have been described in detail, the present invention is not limited to the above embodiments, and various changes can be made without departing from the spirit of the present invention within the knowledge of those skilled in the art, and all changes are encompassed in the scope of the present invention.
Claims (9)
1. The comprehensive shield steel sleeve receiving construction method under the complex environment is characterized by comprising the following steps of:
s1, designing holes;
s2, horizontally grouting and reinforcing the WSS;
s3, installing and debugging the steel sleeve;
s4, welding a bottom plate anchor rod and constructing a cushion layer; welding reinforcing steel bar heads with the diameter of 20-50 mm in the construction range of the cushion layer on the inner side of the sleeve to increase the bonding strength between the cushion layer and the inner wall of the sleeve;
s5, backfilling a steel sleeve;
s6, manually chiseling the surface layer of the tunnel portal;
s7, constructing a shield tail water stop hoop;
s8, performing shield tunneling and grinding on a tunnel portal;
s9, plugging a tunnel portal;
in the step S6, after backfilling and tamping, a first layer of tunnel portal is broken, and a protective layer on the back soil side of the diaphragm wall is chiseled, wherein the chiseled thickness is about 100mm, and the tunnel portal chiseling adopts the principle of 'less breaking and more cutting, first breaking and then cutting'.
2. The comprehensive shield steel sleeve receiving construction method under the complex environment according to claim 1, characterized in that: in the step S1, two circles of drilling holes are horizontally distributed along the circumference of the portal, and inclined holes are distributed at the lower part of the portal.
3. The comprehensive shield steel sleeve receiving construction method under the complex environment as claimed in claim 1, characterized in that: and in the step S2, according to the field drilling analysis, different grouting liquids are adopted for grouting, and the grouting is stopped when the pressure of a pressure gauge is gradually increased to 1MPa or the surface of the ground is raised or runs by observing the grouting pressure gauge and the surface to be grouted.
4. The comprehensive shield steel sleeve receiving construction method under the complex environment according to claim 1, characterized in that: in the step S3, firstly, determining a design central line of the wellhead tunnel in the foundation pit, connecting the standard steel sleeve and the transition ring below the design central line once, horizontally moving the jacking sleeve after the connection of the sleeve, and welding the transition ring and the portal steel ring after the positioning is finished.
5. The comprehensive shield steel sleeve receiving construction method under the complex environment according to claim 1, characterized in that: in the step S4, a C20 concrete cushion layer with the thickness of 15cm is poured within the range of 60 degrees at the bottom of the steel sleeve, and the concrete cushion layer is ensured to extend into the tunnel door to be connected with the enclosure structure, so that the bearing capacity of the bottom of a soil body in the steel sleeve is enhanced.
6. The comprehensive shield steel sleeve receiving construction method under the complex environment according to claim 1, characterized in that: in the step S5, the steel sleeve backfill material is mainly shield improved muck and is directly conveyed into the steel sleeve through a conveying pipeline.
7. The comprehensive shield steel sleeve receiving construction method under the complex environment as claimed in claim 1, characterized in that: in the step S7, a water-stop hoop is applied to the position of 10 rings behind the shield tail to prevent underground water from flowing to the opening along the outer wall of the duct piece, and the water-stop hoop adopts cement-water-glass double-liquid slurry.
8. The comprehensive shield steel sleeve receiving construction method under the complex environment according to claim 1, characterized in that: and S8, after the steel sleeve is backfilled, directly grinding the residual underground continuous wall by using a cutter head of the shield tunneling machine, and strictly controlling the torque of the cutter head to prevent the cutter head from being blocked in the grinding process of the tunnel portal.
9. The comprehensive shield steel sleeve receiving construction method under the complex environment according to claim 1, characterized in that: in the step S9, after the shield finishes grinding the tunnel portal and enters the sleeve and the shield tail reaches the middle part of the diaphragm wall, the tunnel portal is plugged for the first time, after the plugging of the tunnel portal for the first time is finished for 24 hours, the shield continues to be pushed forward until the shield tail is completely separated from the tunnel portal steel ring, and after the steel sleeve is disassembled, the gap between the duct piece and the tunnel portal steel ring is welded and plugged by adopting an arc-shaped steel plate for ensuring the safety of the tunnel portal.
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| CN111720131B (en) * | 2020-07-22 | 2024-07-23 | 北京京合顺通隧道工程有限公司 | Method for breaking reinforced concrete tunnel portal through shield and construction device |
| CN114075977B (en) * | 2020-08-18 | 2024-10-18 | 北京京合顺通隧道工程有限公司 | Construction method and device for water filling receiving shield in steel sleeve |
| CN113187497A (en) * | 2021-04-13 | 2021-07-30 | 中国电建集团华东勘测设计研究院有限公司 | Steel casing type pipe jacking shield machine receiving well structure and construction method |
| CN113137252B (en) * | 2021-05-31 | 2023-12-22 | 中铁二十四局集团有限公司 | Opening sealing device for originating and receiving shield tunneling machine and construction method |
| CN113338950A (en) * | 2021-06-28 | 2021-09-03 | 中铁(上海)投资集团有限公司 | Shield closed arrival construction method of freezing method and cement system combined steel sleeve |
| CN113338970B (en) * | 2021-07-16 | 2024-03-19 | 中天建设集团有限公司 | Shield receiving method |
| CN114320321B (en) * | 2021-12-20 | 2023-05-09 | 中国水利水电第十四工程局有限公司 | A shield machine receiving construction method in a composite stratum with a sand layer |
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| DE4119305C1 (en) * | 1991-06-12 | 1992-11-12 | Epiton Beton- Und Rohrtechnik Gmbh & Co Kg, 4290 Bocholt, De | Forming tight connection between concrete pipe and embedded steel sleeve - uses sealing ring fixed at inner periphery of steel sleeve and subsequently deformed by applied force |
| JP2005120699A (en) * | 2003-10-16 | 2005-05-12 | Kumagai Gumi Co Ltd | Shield joining method and protective barrier structure |
| CN104806254A (en) * | 2014-01-26 | 2015-07-29 | 宏润建设集团股份有限公司 | Auxiliary device for shield tunneling machine to reach receiving position and auxiliary receiving construction method |
| CN108397206A (en) * | 2018-03-08 | 2018-08-14 | 中铁建大桥工程局集团第四工程有限公司 | Arrival method of reseptance under short stabilization zone operating mode in rich water soft soil layer |
| CN208122857U (en) * | 2018-04-08 | 2018-11-20 | 中交一公局桥隧工程有限公司 | A kind of mounting structure applied on portal steel loop steel bushing |
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