CN108915702B - Shield receiving method in circular small-section tunnel - Google Patents
Shield receiving method in circular small-section tunnel Download PDFInfo
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- CN108915702B CN108915702B CN201810600751.5A CN201810600751A CN108915702B CN 108915702 B CN108915702 B CN 108915702B CN 201810600751 A CN201810600751 A CN 201810600751A CN 108915702 B CN108915702 B CN 108915702B
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- 238000000034 method Methods 0.000 title claims abstract description 21
- 238000010276 construction Methods 0.000 claims abstract description 22
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 7
- 239000004570 mortar (masonry) Substances 0.000 claims abstract description 5
- 239000002689 soil Substances 0.000 claims abstract description 5
- 230000005641 tunneling Effects 0.000 claims abstract description 5
- 230000000903 blocking effect Effects 0.000 claims abstract description 4
- 238000001556 precipitation Methods 0.000 claims abstract description 4
- 229910000831 Steel Inorganic materials 0.000 claims description 57
- 239000010959 steel Substances 0.000 claims description 57
- 239000004568 cement Substances 0.000 claims description 33
- 239000004567 concrete Substances 0.000 claims description 13
- 230000002787 reinforcement Effects 0.000 claims description 13
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 10
- 239000002002 slurry Substances 0.000 claims description 9
- 238000005553 drilling Methods 0.000 claims description 6
- 239000011378 shotcrete Substances 0.000 claims description 6
- 238000003780 insertion Methods 0.000 claims description 5
- 230000037431 insertion Effects 0.000 claims description 5
- 239000007788 liquid Substances 0.000 claims description 5
- 238000009412 basement excavation Methods 0.000 claims description 4
- 238000005192 partition Methods 0.000 claims description 4
- 210000001015 abdomen Anatomy 0.000 claims description 3
- 239000003795 chemical substances by application Substances 0.000 claims description 3
- 239000003365 glass fiber Substances 0.000 claims description 3
- 102200067611 rs111033606 Human genes 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 3
- 239000004575 stone Substances 0.000 claims description 3
- 238000005065 mining Methods 0.000 description 2
- 238000007796 conventional method Methods 0.000 description 1
- 238000000354 decomposition reaction Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 239000011435 rock Substances 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
- E21D9/0607—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
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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
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- 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
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
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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
- E21D11/14—Lining predominantly with metal
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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
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
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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
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- Geology (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Lining And Supports For Tunnels (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
A shield receiving method in a circular small-section tunnel comprises the following steps: s1, advance support of the tunnel; s2, primary support; s3, radial grouting and reinforcing of the preliminary bracing arch back; s4, blocking and reinforcing the front soil body by the tunnel face; s5, secondary lining of the tunnel; s6, advance support of a shield tunneling section; s7, backfilling mortar; s8, installing a guide table; s9, precipitation; s10, receiving by a shield; the invention has the advantages of no need of installing a rubber water-stopping curtain, simplicity, convenience, safe construction and the like, and can be popularized and applied to the field of receiving construction of the shield tunneling machine.
Description
Technical Field
The invention belongs to the field of shield machine receiving construction, and particularly relates to a shield receiving construction method of an urban subway in a water-rich sandy gravel circular tunnel.
Background
In the shield construction of urban subways, a shield machine generally adopts a mode of directly receiving on a receiving bracket or an arc guide table, in an urban shallow-buried underground tunnel, a 'CD' method, a 'CRD' method or a double-side wall method is generally adopted, a temporary middle partition wall is adopted in a supporting section or a temporary inverted arch is arranged in the middle of the section, and a temporary support needs to be cut off during shield receiving construction. In the project, the tunnel penetrating stratum is mainly a sandy gravel stratum, the underground water level is high, the diameter of a shield cutterhead is 6280mm, the inner diameter of the lining section of the round tunnel in the mining method is 6400mm, in addition, the decomposition mileage of the tunnel in the mining method is positioned at the lower part of the footing of the foundation of a 12-storey building, and the construction safety is difficult to guarantee by simply adopting a conventional method to receive construction.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provide a shield receiving method in a circular small-section tunnel, which does not need to install a rubber water-stopping curtain, is simple and convenient and is safe to construct.
The technical scheme for solving the technical problems comprises the following steps:
s1, advance support of the tunnel: adopting a mode of pre-grouting reinforcement for a large pipe shed and a self-advancing anchor rod in advance;
s2, primary support: the whole ring is provided with a steel arch frame;
s3, radial grouting reinforcement of the preliminary bracing arch back: pre-embedding a steel perforated pipe as a grouting pipe within 120 degrees of the vault during primary support construction, and performing grouting reinforcement;
s4, blocking and reinforcing the front soil body by the tunnel face: when the mine method tunnel is excavated to the position of a plug wall, C25 concrete is sprayed in time to close the tunnel face and pipe shed guide pipes are pre-buried;
s5, secondary lining of the tunnel: constructing a secondary lining with the thickness of 200m under the condition of not dismantling the support;
s6, shield tunneling section advance support: after finishing secondary lining, drilling an advanced large pipe shed within 120 degrees of the vault of the end head;
s7, mortar backfilling: after finishing secondary lining and end large pipe shed construction, removing the temporary steel support and backfilling and sealing a 9m interval by adopting plain cement slurry doped with a proper amount of expanding agent;
s8, installing a guide table: pouring a C20 fine-stone concrete guide table at the bottom of the circular tunnel, and embedding and installing a steel plate and a guide rail;
s9, precipitation: a tunnel construction dewatering well is utilized to dewater before shield receiving;
s10, shield receiving: the shield is directly tunneled and received on the guide table through a 9m backfill section, and the backfill section is formed by splicing shield segments.
Step S1 of the present invention includes: the large pipe shed is made of P110 steel flower pipes with the diameter of 146mm and the wall thickness of 9mm, the arch crown is constructed within 120 degrees, the circumferential center distance is 300mm, the external insertion angle is 1-2 degrees, the number of the steel flower pipes per cycle is 31, the steel flower pipes are lapped according to 3m, the large pipe shed is grouted by cement single slurry with the water-cement ratio of 0.5-1.0, the grouting pressure is 0.5-1.2 MPa, the grouting sequence is from bottom to top, the two sides are arranged first and then the center are symmetrically grouted, and the grouting pressure is gradually increased from small to small; the self-advancing anchor rod is made of a hot-rolled seamless steel tube with the diameter of 32mm, the wall thickness is 4mm, the length is 2.2m, the arch back is arranged within 120 degrees, the circumferential distance is 0.3m multiplied by the longitudinal distance of 1.0m, the external insertion angle is 10-15 degrees, the tail end of the steel tube is arranged on the belly of the steel arch frame, cement paste with the water-cement ratio of 0.5-1.0 is adopted for grouting, and the grouting pressure is 0.3-0.5 MPa.
Step S2 of the present invention includes: the steel arch is arranged in a full ring, the interval between I20a steel arches is 0.5m, double-layer steel bar meshes with the diameter of 8mm form a grid of 150mm multiplied by 150mm, and the full ring is arranged in double layers and is respectively arranged on the inner side and the outer side of the steel arch; longitudinal connecting ribs with the diameter of 22mm are arranged on the inner side and the outer side, and the circumferential distance between the longitudinal connecting ribs is 1.0 m; the sprayed concrete is C25P6 early strength concrete, the sprayed and mixed thickness is 300mm, the full-section support is realized, and the thickness of the middle partition plate and the temporary inverted arch support is 250 mm; the foot locking anchor rod adopts an R32S self-drilling foot locking anchor pipe, the length of the foot locking anchor pipe is 3.0m, the foot locking anchor rod is arranged at the position of a circumferential joint of a primary support steel arch frame and the position of a guide pit corner part of a sub-excavation, the longitudinal distance is the same as the longitudinal distance of the steel arch frame, grouting pipes are embedded in the arch crown 120-degree range, the circumferential distance is 2.0m multiplied by 2.0m in the longitudinal direction and are arranged in a quincunx mode, the grouting pipes adopt steel pipes with the diameter of 32mm and the wall thickness of 3.5mm, and the.
Step S3 of the present invention includes: the diameter of the steel perforated pipe is 42mm, the wall thickness is 3.5mm, the length is the primary support thickness +0.5m, the distance between grouting pipes is 2.0m in the circumferential direction and 2.0m in the longitudinal direction, the steel perforated pipe is arranged in a quincunx manner, after the primary support is closed into a ring with the length of 50m, cement paste is injected to the back of the primary support arch in a pressing mode, the water-cement ratio of the cement paste is 0.5-1.0, and the grouting pressure is 0.1-0.3 MPa.
Step S4 of the present invention includes: the sprayed C25 concrete seals the tunnel face, the thickness of the sprayed concrete is 300mm, a 150mm multiplied by 150mm grid is formed by double layers of glass fiber reinforcements with the diameter of 12mm in the concrete and is connected with a primary support grid, and grouting holes are reserved during construction of the plug wall.
Step S6 of the present invention includes: the large pipe shed adopts P110 steel flower pipes with the diameter of 146mm and the wall thickness of 9mm, the circular center interval of 300mm is beaten on the arch back, the outer inserting angle is 1-2 degrees, the length of the large pipe shed is 20m, the large pipe shed adopts cement paste single liquid cement paste with the water cement ratio of 0.5-1.0, and the grouting pressure is 0.5-1.2 MPa.
Compared with the prior art, the invention has the following advantages:
1. the method can be used for shield launching and receiving construction without ground reinforcing conditions, and is convenient to construct and operate;
2. the risk of stratum settlement and collapse is reduced, and shield receiving construction is safer and quicker.
Drawings
Figure 1 is a longitudinal cross-sectional view of a shield of the present invention.
Figure 2 is a plan view of a shield receiving of the present invention.
Figure 3 is a cross-sectional view of the shield reception of the present invention.
In the figure: 1. primary support; 2. grouting a water stop ring at the arch back; 3. secondary lining of the tunnel; 4. thirdly, lining the tunnel; 5. a shield segment; 6. a bulkhead wall; 7. a large pipe shed; 8. shielding; 9. and (6) backfilling the mortar.
Detailed Description
The present invention will be described in further detail with reference to the following drawings and examples, but the present invention is not limited to these examples.
Example 1
In fig. 1 to 3, the invention relates to a method for receiving a shield in a circular small-section tunnel, which comprises the following steps:
s1, advance support of the tunnel: adopting a mode of pre-grouting reinforcement for a large pipe shed and a self-advancing anchor rod in advance; the large pipe shed 7 is made of P110 steel perforated pipes with the diameter of 146mm and the wall thickness of 9mm, the pipe is constructed within 120 degrees of the arch crown, the circumferential center spacing is 300mm, the external insertion angle is 1-2 degrees, the number of pipes per cycle is 31, the pipes are lapped according to 3 meters, the grouting of the large pipe shed 7 is made of cement slurry single-liquid slurry with the water-cement ratio of 0.5-1.0, the grouting pressure is 0.5-1.2 MPa, the grouting sequence is from bottom to top, symmetrical grouting is performed after two sides and the center, the grouting pressure is gradually increased from small to small, the final pressure, the grouting speed and the final pressure holding time of the grouting are well controlled in the grouting process, the grouting pressure is observed at any time in the grouting process, the grouting condition is analyzed, the blockage and the slurry leakage are prevented, and the grouting record is made so as to analyze the grouting effect; the self-advancing anchor rod is made of a hot-rolled seamless steel pipe with the diameter of 32mm, the wall thickness is 4mm, the length is 2.2m, the arch crown is arranged within 120 degrees, the interval is 0.3m in the circumferential direction and 1.0m in the longitudinal direction, the outer inserting angle is 10-15 degrees, the tail end of the steel pipe is arranged on the belly of the steel arch frame, cement paste with the water-cement ratio of 0.5-1.0 is used for grouting, and the grouting pressure is 0.3-0.5 MPa.
S2, primary support: the whole ring is provided with a steel arch frame; i20a steel arch frames are arranged at a distance of 0.5m, double-layer steel bar meshes with the diameter of 8mm form a grid of 150mm multiplied by 150mm, and the steel arch frames are arranged in a full-ring double-layer mode and are respectively arranged on the inner side and the outer side of each steel arch frame; longitudinal connecting ribs with the diameter of 22mm are arranged on the inner side and the outer side, and the circumferential distance between the longitudinal connecting ribs is 1.0 m; the sprayed concrete is C25P6 early strength concrete, the sprayed and mixed thickness is 300mm, the full-section support is realized, and the thickness of the middle partition plate and the temporary inverted arch support is 250 mm; the foot locking anchor rod adopts an R32S self-drilling foot locking anchor pipe, the length of the foot locking anchor pipe is 3.0m, the foot locking anchor rod is arranged at the position of a circumferential joint and a branch excavation pilot hole corner of a primary support 1 steel arch, the longitudinal distance is the same as the longitudinal distance of the steel arch, grouting pipes are embedded in the arch crown range of 120 degrees, the circumferential distance is 2.0m multiplied by 2.0m in the longitudinal direction and are arranged in a quincunx shape, the grouting pipes adopt steel pipes with the diameter of 32mm and the wall thickness of 3.5mm, and the length of the grouting pipes is 0.8.
S3, radial grouting reinforcement of the preliminary bracing arch back: pre-embedding a steel perforated pipe as a grouting pipe within 120 degrees of the vault during primary support construction, and performing grouting reinforcement; the diameter of the steel perforated pipe is 42mm, the wall thickness is 3.5mm, the length is 1 +0.5m of the primary support, the interval between grouting pipes is annularly 2.0m multiplied by longitudinal 2.0m, the arrangement is in a quincunx shape, after the primary support is closed to form a ring with the length of 50m, cement paste is injected to the 1 arch back of the primary support in a pressing mode, the water cement ratio of the cement paste is 0.5-1.0, the grouting pressure is 0.1-0.3 Mpa, the site is determined according to geological condition tests, after excavation, more sections of underground water are exposed, and the sections with water leakage are still left after backfilling and grouting of the primary support, and grouting is carried out on deeper surrounding rocks behind the lining according to specific conditions.
S4, blocking and reinforcing the front soil body by the tunnel face: when the mine method tunnel is excavated to the position of a plug wall, C25 concrete is sprayed in time to close the tunnel face and pipe shed guide pipes are pre-buried; the thickness of the sprayed concrete is 300mm, a 150mm multiplied by 150mm grid is formed by double-layer glass fiber ribs with the diameter of 12mm and is connected with a primary support 1 grid, grouting holes are reserved in the construction of the plug wall 6, soil in front of the plug wall 6 is subjected to grouting reinforcement and water stop by the grouting holes, and reinforcing measures and materials adopted by grouting reinforcement cannot influence the passing of a shield, and single-liquid slurry can be adopted.
S5, secondary lining of the tunnel: constructing a secondary lining with the thickness of 200m under the condition of not dismantling the support;
s6, shield tunneling section advance support: after finishing secondary lining, drilling an advanced large pipe shed within 120 degrees of the vault of the end head; the large pipe shed adopts P110 steel flower pipes with the diameter of 146mm and the wall thickness of 9mm, the circular center interval of 300mm is beaten on the arch back, the outer inserting angle is 1-2 degrees, the length of the large pipe shed is 20m, the large pipe shed adopts cement paste single liquid cement paste with the water cement ratio of 0.5-1.0, and the grouting pressure is 0.5-1.2 MPa.
S7, mortar backfilling: after finishing secondary lining and end large pipe shed construction, removing the temporary steel support and backfilling and sealing a 9m interval by adopting plain cement slurry doped with a proper amount of expanding agent;
s8, installing a guide table: pouring a C20 fine-stone concrete guide table at the bottom of the circular tunnel, and embedding and installing a steel plate and a guide rail;
s9, precipitation: a tunnel construction dewatering well is utilized to dewater before shield receiving;
s10, shield receiving: the shield is directly tunneled and received on the guide table through a 9m backfill section, and the backfill section is formed by splicing shield segments.
Claims (5)
1. A shield receiving method in a circular small-section tunnel is characterized by comprising the following steps:
s1, advance support of the tunnel: adopting a mode of pre-grouting reinforcement for a large pipe shed and a self-advancing anchor rod in advance; the step S1 includes: the large pipe shed is made of P110 steel flower pipes with the diameter of 146mm and the wall thickness of 9mm, the arch crown is constructed within 120 degrees, the circumferential center distance is 300mm, the external insertion angle is 1-2 degrees, the number of the steel flower pipes per cycle is 31, the steel flower pipes are lapped according to 3m, the large pipe shed is grouted by cement single slurry with the water-cement ratio of 0.5-1.0, the grouting pressure is 0.5-1.2 MPa, the grouting sequence is from bottom to top, the two sides are arranged first and then the center are symmetrically grouted, and the grouting pressure is gradually increased from small to small; the self-advancing anchor rod is made of a hot-rolled seamless steel pipe with the diameter of 32mm, the wall thickness is 4mm, the length is 2.2m, the arch back is arranged within 120 degrees, the circumferential distance is 0.3m multiplied by 1.0m in the longitudinal direction, the external insertion angle is 10-15 degrees, the tail end of the steel pipe is arranged on the belly of the steel arch frame, cement paste with the water-cement ratio of 0.5-1.0 is adopted for grouting, and the grouting pressure is 0.3-0.5 MPa;
s2, primary support: the whole ring is provided with a steel arch frame;
s3, radial grouting reinforcement of the preliminary bracing arch back: pre-embedding a steel perforated pipe as a grouting pipe within 120 degrees of the vault during primary support construction, and performing grouting reinforcement;
s4, blocking and reinforcing the front soil body by the tunnel face: when the mine method tunnel is excavated to the position of a plug wall, C25 concrete is sprayed in time to close the tunnel face and pipe shed guide pipes are pre-buried;
s5, secondary lining of the tunnel: constructing a secondary lining with the thickness of 200mm under the condition of not dismantling the support;
s6, shield tunneling section advance support: after finishing secondary lining, drilling an advanced large pipe shed within 120 degrees of the vault of the end head;
s7, mortar backfilling: after finishing secondary lining and end large pipe shed construction, removing the temporary steel support and backfilling and sealing a 9m interval by adopting plain cement slurry doped with a proper amount of expanding agent;
s8, installing a guide table: pouring a C20 fine-stone concrete guide table at the bottom of the circular tunnel, and embedding and installing a steel plate and a guide rail;
s9, precipitation: a tunnel construction dewatering well is utilized to dewater before shield receiving;
s10, shield receiving: the shield is directly tunneled and received on the guide table through a 9m backfill section, and the backfill section is formed by splicing shield segments.
2. The method for receiving the shield in the circular small-section tunnel according to claim 1, wherein: the step S2 includes: the steel arch is arranged in a full ring, the interval between I20a steel arches is 0.5m, double-layer steel bar meshes with the diameter of 8mm form a grid of 150mm multiplied by 150mm, and the full ring is arranged in double layers and is respectively arranged on the inner side and the outer side of the steel arch; longitudinal connecting ribs with the diameter of 22mm are arranged on the inner side and the outer side, and the circumferential distance between the longitudinal connecting ribs is 1.0 m; the sprayed concrete is C25P6 early strength concrete, the sprayed and mixed thickness is 300mm, the full-section support is realized, and the thickness of the middle partition plate and the temporary inverted arch support is 250 mm; the foot locking anchor rod adopts an R32S self-drilling foot locking anchor pipe, the length of the foot locking anchor pipe is 3.0m, the foot locking anchor rod is arranged at the position of a circumferential joint of a primary support steel arch frame and the position of a guide pit corner part of a sub-excavation, the longitudinal distance is the same as the longitudinal distance of the steel arch frame, grouting pipes are embedded in the arch crown 120-degree range, the circumferential distance is 2.0m multiplied by 2.0m in the longitudinal direction and are arranged in a quincunx mode, the grouting pipes adopt steel pipes with the diameter of 32mm and the wall thickness of 3.5mm, and the.
3. The method for receiving the shield in the circular small-section tunnel according to claim 1, wherein: the step S3 includes: the diameter of the steel perforated pipe is 42mm, the wall thickness is 3.5mm, the length is the primary support thickness +0.5m, the distance between grouting pipes is 2.0m in the circumferential direction and 2.0m in the longitudinal direction, the steel perforated pipe is arranged in a quincunx manner, after the primary support is closed into a ring with the length of 50m, cement paste is injected to the back of the primary support arch in a pressing mode, the water-cement ratio of the cement paste is 0.5-1.0, and the grouting pressure is 0.1-0.3 MPa.
4. The method for receiving the shield in the circular small-section tunnel according to claim 1, wherein: the step S4 includes: the sprayed C25 concrete seals the tunnel face, the thickness of the sprayed concrete is 300mm, a 150mm multiplied by 150mm grid is formed by double layers of glass fiber reinforcements with the diameter of 12mm in the concrete and is connected with a primary support grid, and grouting holes are reserved during construction of the plug wall.
5. The method for receiving the shield in the circular small-section tunnel according to claim 1, wherein: the step S6 includes: the large pipe shed adopts P110 steel flower pipes with the diameter of 146mm and the wall thickness of 9mm, the circular center interval of 300mm is beaten on the arch back, the outer inserting angle is 1-2 degrees, the length of the large pipe shed is 20m, the large pipe shed adopts cement paste single liquid cement paste with the water cement ratio of 0.5-1.0, and the grouting pressure is 0.5-1.2 MPa.
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| CN201810600751.5A CN108915702B (en) | 2018-06-12 | 2018-06-12 | Shield receiving method in circular small-section tunnel |
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| CN110792457A (en) * | 2019-10-12 | 2020-02-14 | 成都建工路桥建设有限公司 | Tunnel portal structure installation method for shield tunneling through mine tunnel |
| CN110985016B (en) * | 2019-12-16 | 2021-02-09 | 中铁一局集团有限公司 | Quick receiving method of shield machine suitable for hard rock stratum in mine tunnel |
| CN114135318A (en) * | 2021-12-06 | 2022-03-04 | 江西丰强科技发展有限公司 | Closely-adhered underpass tunnel lining structure and construction method thereof |
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| CN108915702A (en) | 2018-11-30 |
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Effective date of registration: 20210125 Address after: 18-21 / F, Xiyuan building, intersection of Shun'an road and Yantai Road, Jinan west railway station, Shandong Province Patentee after: CHINA RAILWAY 21 BUREAU GROUP RAIL TRANSIT ENGINEERING Co.,Ltd. Patentee after: THE 2ND ENGINEERING CO., LTD. OF CHINA RAILWAY 22ND BUREAU Group Address before: 18-21 / F, Xiyuan building, intersection of Shun'an road and Yantai Road, Jinan west railway station, Shandong Province Patentee before: CHINA RAILWAY 21 BUREAU GROUP RAIL TRANSIT ENGINEERING Co.,Ltd. |