CN211038641U - Tunnel segment earth surface reinforcing structure at junction of upper soft and lower hard stratum shield method and mine method - Google Patents
Tunnel segment earth surface reinforcing structure at junction of upper soft and lower hard stratum shield method and mine method Download PDFInfo
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- CN211038641U CN211038641U CN201922112196.4U CN201922112196U CN211038641U CN 211038641 U CN211038641 U CN 211038641U CN 201922112196 U CN201922112196 U CN 201922112196U CN 211038641 U CN211038641 U CN 211038641U
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Abstract
The utility model discloses a surface reinforcing structure for a tunnel section at the junction of a shield method and a mine method in a soft-upper and hard-lower stratum, which comprises a grouting reinforcing structure for reinforcing the stratum of a construction area where the tunnel section at the junction is located in advance; the junction tunnel section is formed by connecting an excavated tunnel section and a non-excavated tunnel section positioned in front of the excavated tunnel section, the stratum needing grouting reinforcement in the construction area where the junction tunnel section is positioned is a reinforced stratum, and the reinforced stratum is divided into a rear reinforced stratum and a front reinforced stratum. The utility model has the advantages of simple structure and reasonable design and the construction is simple and convenient, excellent in use effect, adopt sleeve valve pipe and carry out the slip casting through multirow slip casting pore pair and consolidate the stratum, can consolidate tunnel cave body, also can consolidate the tunnel base, and it is reliable to consolidate the effect, is particularly useful for shield method and the leading reinforcement of mine method juncture tunnel section, ensures tunnel excavation process safety, reliable to can effectively improve the stability of excavation shaping tunnel cave.
Description
Technical Field
The utility model belongs to the technical field of tunnel construction, especially, relate to a hard stratum shield constructs method and mine method juncture tunnel segment earth's surface reinforced structure under last soft.
Background
The mining method (also referred to as a shallow excavation method) is a construction method for constructing a tunnel by an operation of excavating an underground tunnel, and is a tunnel excavation construction method of an excavation method, and is a construction method for constructing a tunnel and an underground construction by excavating a cross section mainly by a drilling blasting method. The shield method is a fully mechanical construction method in the construction of the undercut method, it is to advance the shield machinery in the ground, prevent the collapse to the tunnel through shield shell and segment support surrounding rock around; and simultaneously, excavating the soil body in front of the excavation surface by using a cutting device, conveying the soil out of the hole by using an excavating machine, jacking the soil body by pressing at the rear part by using a jack, and assembling precast concrete segments to form the mechanical construction method of the tunnel structure. The mining method has small investment and low cost, but is only suitable for urban tunnels and mountain tunnels with good soil quality. The shield method has large investment and high manufacturing cost, but is suitable for tunnel construction with poor soil quality and surrounding rock conditions.
During actual construction, when a tunnel section at the junction of a shield method and a mine method is constructed, the construction difficulty is high, particularly when a section (particularly a section close to the sea side) with broken surrounding rocks and rich water and in a soft upper hard stratum is constructed, because the surrounding rocks at the vault are soft and hard lower and the left and right difference of a hole body is large, the risk of collapse of tunnel collapse sand easily occurs, wherein an upper soil layer in the soft upper hard stratum is a sand layer, a gravel layer and a stable rock layer are arranged below the sand layer from top to bottom, and the stable rock layer is a micro weathered rock layer. At present, the governing method adopted for unfavorable geology in the tunnel construction process mainly comprises the steps of advanced grouting in a tunnel, curtain grouting in a tunnel and the like to carry out advanced reinforcement on the front of a tunnel face. However, the single reinforcing mode still cannot ensure the construction safety of the tunnel segment at the junction of the shield method and the mine method, which has broken surrounding rocks and rich water, and has the following risks: first, sand, landslide risk: due to the fact that an excavation section is large, the vault is buried to a shallow depth, and surrounding rocks are broken, sand gushing and collapse disasters in a tunnel are easily caused under the influence of tunnel blasting construction and direct hole opening and grouting in the tunnel; the stratum loss above the tunnel caused by sand gushing and collapse in the hole can be developed into surface collapse and pipeline fracture damage; secondly, the lithology is poor, the water inrush risk is large: the lithology is poor, the upper part of the lithology is provided with a thick medium-coarse sand layer, the topography is low, the water quantity is large, the supply is sufficient, the confined water is large, and the water burst dissolving risk is large.
SUMMERY OF THE UTILITY MODEL
The utility model aims to solve the technical problem lie in not enough to among the above-mentioned prior art, a hard stratum shield constructs method and mine method juncture tunnel segment earth's surface reinforced structure under soft, a structure is simple, reasonable in design and construction are simple and convenient, excellent in use effect, adopt sleeve valve pipe and carry out the slip casting through multirow slip casting pore pair to being consolidated the stratum and consolidate, can consolidate the tunnel cave body, also can consolidate the tunnel basement, it is reliable to consolidate the effect, be particularly useful for shield method and the advance reinforcement of mine method juncture tunnel segment, ensure tunnel excavation process safety, reliability, and can effectively improve the stability in excavation shaping tunnel hole.
In order to solve the technical problem, the utility model adopts the technical scheme that the ground surface reinforcing structure of the tunnel segment at the junction of the shield method with the mine method is characterized by comprising a grouting reinforcing structure for reinforcing the stratum of the construction area where the tunnel segment at the junction is located in advance, wherein the tunnel segment at the junction is located at the joint between an excavated tunnel and a tunnel to be excavated, the excavated tunnel is a tunnel formed by the mine method, the tunnel to be excavated is a shield tunnel located in front of the excavated tunnel, the tunnel segment at the junction is formed by connecting the excavated tunnel segment and a tunnel segment which is not excavated and located in front of the excavated tunnel segment, the excavated tunnel segment is a tunnel segment at the front of the excavated tunnel and has a length of L m-6 m, the dereferencing range of L is 4 m-6 m, the tunnel segment at the rear of the tunnel to be excavated and has a length of L, the dereferencing range of L is 8 m-12 m, the length of the tunnel segment at the junction is L, wherein 2 + 3875 is 38764;
the junction tunnel section is a shallow tunnel with the tunnel burial depth smaller than 30m, the stratum needing grouting reinforcement in the construction area where the junction tunnel section is located is a reinforced stratum, the junction tunnel section and the reinforced stratum are arranged in parallel, and the grouting reinforcement structure is a reinforcement structure formed after grouting reinforcement is carried out on the reinforced stratum by adopting sleeve valve pipes; the reinforced stratum is arranged along the longitudinal extension direction of the tunnel of the junction tunnel section, the longitudinal length of the reinforced stratum is the same as the length of the junction tunnel section, and the width of the reinforced stratum is larger than the excavation width of the junction tunnel section; the left side wall and the right side wall of the reinforced stratum are vertical side walls, the upper surface of the reinforced stratum is a plane, the upper surface of the reinforced stratum is located above the arch crown of the junction tunnel section, the vertical distance between the upper surface of the reinforced stratum and the arch crown of the junction tunnel section located below the upper surface of the reinforced stratum is H1, and the value range of H1 is 3-4 m;
the reinforced stratum is divided into a rear reinforced stratum positioned above the excavated tunnel section and a front reinforced stratum positioned right in front of the rear reinforced stratum; the length of the rear reinforced stratum is the same as that of the excavated tunnel section, and the length of the front reinforced stratum is the same as that of the trenchless tunnel section; the cross sections of the rear reinforced stratum and the front reinforced stratum are rectangular and have the same width; the rear reinforced stratum is a sand layer, the front reinforced stratum is a soft upper hard stratum and a hard lower hard stratum, the soft upper hard stratum and the hard lower hard stratum comprise an upper soil layer, a middle rock layer and a lower rock layer which are arranged from top to bottom, the upper soil layer is a sand layer, the middle rock layer is a crushed rock layer, a strongly weathered rock layer or a weakly weathered rock layer, the lower rock layer is a basement rock layer or a weakly weathered rock layer, an interface between the middle rock layer and the lower rock layer is a rock interface, the rock interface is located below the trenchless tunnel section, and the vertical distance between the rock interface and the bottom of the trenchless tunnel section is not more than 6 m;
the upper surface of the rear reinforced stratum and the upper surface of the front reinforced stratum are both planes, the upper surfaces of the rear reinforced stratum and the upper surface of the front reinforced stratum are arranged on the same plane, the bottom surface of the rear reinforced stratum and the bottom surface of the front reinforced stratum are both planes, the bottom surfaces of the rear reinforced stratum and the bottom surface of the front reinforced stratum are arranged in parallel, and the upper surface and the bottom surface of the front reinforced stratum are both arranged in parallel with the vault of the tunnel section at the junction;
the bottom surface of the rear reinforced stratum is level with the vault of the excavated tunnel section, the bottom surface of the front reinforced stratum is positioned below the rock interface, and the vertical distance between the bottom surface of the front reinforced stratum and the rock interface positioned above the front reinforced stratum is not less than 0.5 m;
the reinforced stratum is internally provided with a plurality of rows of grouting holes for grouting the sleeve valve pipes, the plurality of rows of grouting holes are distributed from back to front along the longitudinal extension direction of the tunnel, each row of grouting holes comprises a plurality of grouting holes which are vertically distributed and are positioned on the cross section of the same tunnel, and the grouting holes in the front and back adjacent rows of grouting holes are distributed in a staggered manner; all grouting holes in the reinforced stratum are distributed in a quincunx shape and are uniformly distributed, and the distance between every two adjacent grouting holes in the reinforced stratum is 1.2-1.8 m; the grouting holes are cylindrical drilled holes which are vertically distributed and drilled from the ground surface to the bottom, and the hole bottom of each grouting hole is flush with the bottom surface of the stratum to be reinforced at the position where the grouting hole is located.
The above-mentioned soft lower hard stratum shield method constructs the structure with mine method juncture tunnel section earth's surface reinforcement, characterized by: the vertical distance between the bottom surface of the front reinforced stratum and the rock interface above the bottom surface is 1-2 m.
The above-mentioned soft lower hard stratum shield method constructs the structure with mine method juncture tunnel section earth's surface reinforcement, characterized by: the aperture of the grouting hole is phi 80 mm-phi 120 mm.
The above-mentioned soft lower hard stratum shield method constructs the structure with mine method juncture tunnel section earth's surface reinforcement, characterized by: all grouting holes in the stratum to be reinforced are distributed in multiple rows from left to right, and each row of grouting holes comprises a plurality of grouting holes which are distributed on the same vertical surface from back to front along the longitudinal extension direction of the tunnel; a row of the grouting holes are distributed on the center line of the tunnel section at the junction;
all grouting holes in the reinforced stratum are distributed in a quincunx shape, and all grouting holes in the reinforced stratum are uniformly distributed.
The above-mentioned soft lower hard stratum shield method constructs the structure with mine method juncture tunnel section earth's surface reinforcement, characterized by: the left side wall and the right side wall of the reinforced stratum are symmetrically arranged on the left side and the right side of the junction tunnel section, and the width of the reinforced stratum is 5-8 m larger than the excavation width of the junction tunnel section.
Compared with the prior art, the utility model has the following advantage:
1. simple structure, reasonable in design and input construction cost are lower.
2. The position and the size of the reinforced stratum are reasonable in design, the reinforced stratum is reinforced by grouting, the stratum where the tunnel section at the junction of the shield method and the mine method is located can be integrally reinforced, the safety and the reliability of the excavation process of the tunnel section at the junction are ensured, and the stability of the excavated molded tunnel can be effectively improved.
3. The sleeve valve pipe is adopted to carry out grouting reinforcement on the reinforced stratum through a plurality of rows of grouting holes, so that the tunnel body of the tunnel hole can be reinforced, the tunnel base can also be reinforced, the reinforcement effect is reliable, the sleeve valve pipe is particularly suitable for advanced reinforcement of a tunnel section at the junction of a shield method and a mine method, the upper soft and lower hard stratum can be simply, quickly and effectively reinforced, the safety and reliability of the tunnel excavation process are ensured, the stability of the excavated tunnel hole can be effectively improved, the tunnel face collapse in the tunnel excavation process is prevented, and the primary support structure can be effectively controlled to be greatly deformed; compared with full-section curtain grouting reinforcement, the construction efficiency can be greatly improved, the construction period is shortened, and the construction cost is reduced. And when the sleeve valve pipe is adopted for grouting for reinforcement, the grouting can be segmented, quantified and intermittent, the grouting range and the grouting pressure can be well controlled, repeated grouting can be performed, the possibility of slurry overflow and slurry mixing is low, and the grouting reinforcement effect is easy to guarantee.
The technical solution of the present invention is further described in detail by the accompanying drawings and examples.
Drawings
Fig. 1 is a schematic view of the longitudinal structure of the consolidated formation of the present invention.
Fig. 2 is the utility model discloses the structure schematic diagram of the stratum is consolidated on the tunnel section that does not excavate.
Fig. 3 is a schematic diagram of the plane layout position of the grouting holes of the present invention.
Description of reference numerals:
1, excavating a tunnel; 2-consolidated formation; 2-1-reinforcing the stratum at the rear part;
2-reinforcing the stratum at the front part; 2-21-upper soil layer; 2-22-middle rock layer;
2-23-lower rock layer; 3, a tunnel to be excavated; and 5, grouting holes.
Detailed Description
As shown in fig. 1 and 2, the utility model discloses a slip casting reinforced structure that advances the reinforcement to the stratum of the construction region that juncture tunnel section is located, juncture tunnel section is located the junction between tunnel 1 that has excavated and the tunnel 3 that waits to excavate, tunnel 1 that has excavated is the tunnel that adopts the mine method construction molding, tunnel 3 that waits to excavate is the shield tunnel that is located excavation tunnel 1 the place ahead, juncture tunnel section is formed by connecting excavation tunnel section and the tunnel section that does not excavate that is located excavation tunnel section the place ahead, excavation tunnel section is a tunnel segment of excavation tunnel 1 front portion and its length is L1 value 1, L1's scope is 4m ~ 6m, none excavation tunnel segment is a tunnel segment of excavation tunnel 3 rear portion and its length is L2, L2's value scope is 8m ~ 12m, juncture tunnel segment's length is L3, wherein L3 is L1 + L2;
the junction tunnel section is a shallow tunnel with the tunnel burial depth smaller than 30m, the stratum needing grouting reinforcement in the construction area where the junction tunnel section is located is a reinforced stratum 2, the junction tunnel section and the reinforced stratum 2 are arranged in parallel, and the grouting reinforcement structure is a reinforcement structure formed after grouting reinforcement is carried out on the reinforced stratum 2 through sleeve valve pipes; the reinforced stratum 2 is arranged along the longitudinal extending direction of the tunnel of the junction tunnel section, the longitudinal length of the reinforced stratum 2 is the same as the length of the junction tunnel section, and the width of the reinforced stratum 2 is larger than the excavation width of the junction tunnel section; the left side wall and the right side wall of the reinforced stratum 2 are vertical side walls, the upper surface of the reinforced stratum 2 is a plane, the upper surface of the reinforced stratum 2 is located above the arch crown of the junction tunnel section, the vertical distance between the upper surface of the reinforced stratum 2 and the arch crown of the junction tunnel section located below the upper surface of the reinforced stratum 2 is H1, and the value range of H1 is 3-4 m;
the reinforced stratum 2 is divided into a rear reinforced stratum 2-1 positioned above the excavated tunnel section and a front reinforced stratum 2-2 positioned right in front of the rear reinforced stratum 2-1; the length of the rear reinforced stratum 2-1 is the same as that of the excavated tunnel section, and the length of the front reinforced stratum 2-2 is the same as that of the trenchless tunnel section; the cross sections of the rear reinforced stratum 2-1 and the front reinforced stratum 2-2 are rectangular and the widths of the rear reinforced stratum and the front reinforced stratum are the same; the rear reinforced stratum 2-1 is a sand layer, the front reinforced stratum 2-2 is a soft upper hard stratum and a hard lower hard stratum, the soft upper hard stratum comprises an upper soil layer 2-21, a middle rock layer 2-22 and a lower rock layer 2-23 which are arranged from top to bottom, the upper soil layer 2-21 is a sand layer, the middle rock layer 2-22 is a gravel layer, a strongly weathered rock layer or a weakly weathered rock layer, the lower rock layer 2-23 is a basal rock layer or a weakly weathered rock layer, an interface between the middle rock layer 2-22 and the lower rock layer 2-23 is a rock interface, the rock interface is located below the trenchless tunnel section, and the vertical distance between the rock interface and the bottom of the trenchless tunnel section is not more than 6 m;
the upper surface of the rear reinforced stratum 2-1 and the upper surface of the front reinforced stratum 2-2 are both planes, the upper surfaces of the rear reinforced stratum 2-1 and the upper surface of the front reinforced stratum 2-2 are arranged on the same plane, the bottom surface of the rear reinforced stratum 2-1 and the bottom surface of the front reinforced stratum 2-2 are both planes, the bottom surfaces of the rear reinforced stratum and the bottom surface of the front reinforced stratum 2-2 are arranged in parallel, and the upper surface and the bottom surface of the front reinforced stratum 2-2 are both arranged in parallel with the vault of the tunnel section;
the bottom surface of the rear reinforced stratum 2-1 is level with the vault of the excavated tunnel section, the bottom surface of the front reinforced stratum 2-2 is positioned below the rock interface, and the vertical distance between the bottom surface of the front reinforced stratum 2-2 and the rock interface positioned above the bottom surface is not less than 0.5 m;
with reference to fig. 3, a plurality of rows of grouting holes 5 for grouting the sleeve valve pipes are formed in the reinforced stratum 2, the plurality of rows of grouting holes 5 are arranged from back to front along the longitudinal extension direction of the tunnel, each row of grouting holes 5 comprises a plurality of grouting holes 5 which are vertically arranged and are positioned on the cross section of the same tunnel, and the grouting holes 5 in the two adjacent rows of grouting holes 5 are arranged in a staggered manner; all the grouting holes 5 in the reinforced stratum 2 are distributed in a quincunx shape and are uniformly distributed, and the distance between every two adjacent grouting holes 5 in the reinforced stratum 2 is 1.2-1.8 m; the grouting holes 5 are cylindrical drilled holes which are vertically arranged and drilled from the ground surface to the bottom, and the bottom of each grouting hole 5 is flush with the bottom surface of the stratum 2 to be reinforced at the position where the grouting hole is located.
The shield tunnel is constructed by adopting a shield method. The tunnel burial depth refers to a vertical distance from the top of an excavated section of the tunnel to a natural ground (i.e., the ground surface). The vault of the tunnel refers to the vault of the tunnel excavation contour line, and the bottom of the tunnel refers to the bottom of the tunnel excavation contour line. Therefore, the vault of the junction tunnel section refers to the vault of the tunnel excavation contour line of the junction tunnel section, and the bottom of the junction tunnel section refers to the bottom of the tunnel excavation contour line of the junction tunnel section.
During actual construction, the aperture of the grouting hole 5 is phi 80 mm-phi 120 mm.
In this embodiment, the vertical distance between the bottom surface of the front consolidated formation 2-2 and the rock interface above it is 1m to 2 m. In the actual construction process, the aperture of the grouting hole 5 and the vertical distance between the bottom surface of the front reinforced stratum 2-2 and the rock interface above the bottom surface can be respectively and correspondingly adjusted according to specific requirements.
As shown in fig. 3, all the grouting holes 5 in the consolidated stratum 2 are distributed in multiple rows from left to right, and each row of the grouting holes 5 comprises a plurality of grouting holes 5 which are distributed on the same vertical surface from back to front along the longitudinal extension direction of the tunnel; a row of grouting holes 5 are distributed on the center line of the tunnel section at the junction;
all the grouting holes 5 in the reinforced stratum 2 are arranged in a quincunx shape, and all the grouting holes 5 in the reinforced stratum 2 are uniformly arranged.
During actual construction, the excavation width of the tunnel section at the junction is 6 m-9 m, the excavation height of the tunnel section at the junction is 6 m-9 m, and the excavation height of the upper hole body is the same as that of the lower hole body. In this embodiment, the excavation width of the junction tunnel segment is 7m, and the excavation height thereof is 7m, wherein the excavation width of the junction tunnel segment is denoted as D1, where D1 is 7 m.
The left side wall and the right side wall of the reinforced stratum 2 are symmetrically arranged on the left side and the right side of the junction tunnel section, and the width of the reinforced stratum 2 is 5-8 m larger than the excavation width of the junction tunnel section. In this embodiment, the width of the consolidated formation 2 is 6m greater than the excavation width of the tunnel segment at the intersection, and the width of the consolidated formation 2 is denoted as D2, where D2 ═ D1+6m ═ 13 m.
During actual construction, the width of the consolidated formation 2 (i.e., the value of D2) may be adjusted accordingly according to specific needs.
In this embodiment, all the grouting holes 5 in the consolidated stratum 2 are distributed in multiple rows, and each row of the grouting holes 5 comprises a plurality of grouting holes 5 distributed from back to front along the longitudinal extension direction of the tunnel; and a row of grouting holes 5 are distributed on the center line of the tunnel section at the junction.
In this example, H1 is 3.5 m.
In this embodiment, L1 ═ 5m, L2 ═ 10m, and L3 ═ 15 m.
During actual construction, the values of H1, L1 and L2 can be adjusted accordingly according to specific needs.
When the junction tunnel section is reinforced, the junction tunnel section is reinforced in the range of 3m of the left side and the right side outside the transverse contour line of the tunnel, the upper part of the junction tunnel section is reinforced to the range of 3.5m above the vault of the excavation contour line, and the bottom of the junction tunnel section is reinforced to the lower part of the rock interface.
When the sleeve valve pipe is adopted for grouting reinforcement, the sleeve valve pipe is reinforced according to a conventional sleeve valve pipe grouting method. In this embodiment, the two leftmost columns of the grouting holes 5 in the reinforced stratum 2 and the two rightmost columns of the grouting holes 5 in the reinforced stratum 2 are outer side grouting holes for injecting cement-water glass double-liquid cement, and all the grouting holes 5 in the reinforced stratum 2 except for the outer side grouting holes are inner grouting holes for injecting cement paste. The cement slurry is common cement slurry single-liquid slurry. The standard of grouting completion is as follows: firstly, single-hole grouting finishing standard: the single-hole grouting pressure reaches the design final pressure and is maintained for more than 10min, and the hole grouting is finished; second, full segment end criteria: all grouting holes 5 reach the grouting finishing standard and have no missing grouting phenomenon.
Before grouting reinforcement is carried out by using the grouting holes 5, firstly drilling holes from top to bottom by using a drilling machine, firstly withdrawing the drill rod after the drilling is finished, then lowering the sleeve valve pipe into the drilling holes from top to bottom, and filling the orifices of the drilling holes by using quick setting cement mortar to prevent grout return during grouting. And injecting a casing material after the sleeve valve pipe is installed.
Adopt the utility model discloses when consolidating, it is right when the tunnel hole body of juncture tunnel section carries out the reinforcement, it is also right consolidate at the bottom of the tunnel of juncture tunnel section, and the slip casting mode adopts retreating formula segmentation slip casting. Therefore, adopt the utility model discloses when carrying out the slip casting reinforcement to being consolidated stratum 2, follow tunnel longitudinal extension direction by the back through the multirow slip casting is consolidated respectively to injected hole 5.
The above, only be the utility model discloses a preferred embodiment, it is not right the utility model discloses do any restriction, all according to the utility model discloses the technical entity all still belongs to any simple modification, change and the equivalent structure change of doing above embodiment the utility model discloses technical scheme's within the scope of protection.
Claims (5)
1. A tunnel segment earth surface reinforcing structure at a juncture of a shield method and a mine method of a soft upper and hard lower stratum is characterized by comprising a grouting reinforcing structure for reinforcing the stratum of a construction area where a tunnel segment at the juncture is located, wherein the tunnel segment at the juncture is located at the joint between an excavated tunnel (1) and a tunnel (3) to be excavated, the excavated tunnel (1) is a tunnel constructed and formed by adopting the mine method, the tunnel (3) to be excavated is a shield tunnel positioned in front of the excavated tunnel (1), the tunnel segment at the juncture is formed by connecting an excavated tunnel segment and a non-excavated tunnel segment positioned in front of the excavated tunnel segment, the excavated tunnel segment is a tunnel segment at the front of the excavated tunnel (1) and has a length of L, the value range of L is 4 m-6 m, the non-excavated tunnel segment is a tunnel segment at the rear of the tunnel (3) to be excavated and has a length of L, 592 and 3912 m-393, and the value range of the junction of the tunnel segment at the non-excavated tunnel segment is 3932, wherein the length of the tunnel segment at the juncture is 393 + 3875;
the junction tunnel section is a shallow tunnel with the tunnel burial depth smaller than 30m, the stratum needing grouting reinforcement in the construction area where the junction tunnel section is located is a reinforced stratum (2), the junction tunnel section and the reinforced stratum (2) are arranged in parallel, and the grouting reinforcement structure is a reinforcement structure formed after grouting reinforcement is carried out on the reinforced stratum (2) through sleeve valve pipes; the reinforced stratum (2) is arranged along the longitudinal extending direction of the tunnel of the junction tunnel section, the longitudinal length of the reinforced stratum (2) is the same as the length of the junction tunnel section, and the width of the reinforced stratum is larger than the excavation width of the junction tunnel section; the left side wall and the right side wall of the reinforced stratum (2) are vertical side walls, the upper surface of the reinforced stratum (2) is a plane, the upper surface of the reinforced stratum is located above the arch crown of the junction tunnel section, the vertical distance between the upper surface of the reinforced stratum (2) and the arch crown of the junction tunnel section located below the upper surface of the reinforced stratum is H1, and the value range of H1 is 3-4 m;
the reinforced stratum (2) is divided into a rear reinforced stratum (2-1) positioned above the excavated tunnel section and a front reinforced stratum (2-2) positioned right in front of the rear reinforced stratum (2-1); the length of the rear reinforced stratum (2-1) is the same as that of the excavated tunnel section, and the length of the front reinforced stratum (2-2) is the same as that of the unearthed tunnel section; the cross sections of the rear reinforced stratum (2-1) and the front reinforced stratum (2-2) are rectangular and the widths of the rear reinforced stratum and the front reinforced stratum are the same; the rear reinforced stratum (2-1) is a sand layer, the front reinforced stratum (2-2) is a soft upper hard lower stratum, the upper soft lower hard stratum comprises an upper soil layer (2-21), a middle rock layer (2-22) and a lower rock layer (2-23) which are arranged from top to bottom, the upper soil layer (2-21) is a sand soil layer, the middle rock layer (2-22) is a crushed rock layer, a strongly weathered rock layer or a moderately weathered rock layer, the lower rock layers (2-23) are bedrock layers or slightly weathered rock layers, the interface between the middle rock layers (2-22) and the lower rock layers (2-23) is a rock interface, the rock interface is positioned below the trenchless tunnel section, and the vertical distance between the rock interface and the bottom of the trenchless tunnel section is not more than 6 m;
the upper surface of the rear reinforced stratum (2-1) and the upper surface of the front reinforced stratum (2-2) are both planes, the upper surfaces of the rear reinforced stratum (2-1) and the upper surface of the front reinforced stratum (2-2) are arranged on the same plane, the bottom surface of the rear reinforced stratum (2-1) and the bottom surface of the front reinforced stratum (2-2) are both planes, the bottom surfaces of the rear reinforced stratum and the bottom surface of the front reinforced stratum (2-2) are arranged in parallel, and the upper surface and the bottom surface of the front reinforced stratum (2-2) are both arranged in parallel with;
the bottom surface of the rear reinforced stratum (2-1) is level with the vault of the excavated tunnel section, the bottom surface of the front reinforced stratum (2-2) is positioned below the rock interface, and the vertical distance between the bottom surface of the front reinforced stratum (2-2) and the rock interface positioned above the bottom surface is not less than 0.5 m;
a plurality of rows of grouting holes (5) for grouting the sleeve valve pipes are formed in the reinforced stratum (2), the plurality of rows of grouting holes (5) are arranged from back to front along the longitudinal extension direction of the tunnel, each row of grouting holes (5) comprises a plurality of grouting holes (5) which are vertically arranged and are positioned on the cross section of the same tunnel, and the grouting holes (5) in the front and back adjacent rows of grouting holes (5) are arranged in a staggered manner; all grouting holes (5) in the reinforced stratum (2) are distributed in a quincunx shape and are uniformly distributed, and the distance between every two adjacent grouting holes (5) in the reinforced stratum (2) is 1.2-1.8 m; the grouting holes (5) are cylindrical drilled holes which are vertically arranged and drilled from the ground surface from top to bottom, and the bottom of each grouting hole (5) is flush with the bottom surface of the stratum (2) to be reinforced at the position where the grouting hole is located.
2. The structure for reinforcing the surface of the tunnel section at the junction of the shield method of the upper soft and lower hard stratum and the mine method according to claim 1, characterized in that: the vertical distance between the bottom surface of the front consolidated formation (2-2) and the rock interface above the bottom surface is 1-2 m.
3. The structure for reinforcing the surface of the tunnel section at the junction of the shield method of the upper soft and lower hard stratum and the mine method according to claim 1 or 2, characterized in that: the aperture of the grouting hole (5) is phi 80 mm-phi 120 mm.
4. The structure for reinforcing the surface of the tunnel section at the junction of the shield method of the upper soft and lower hard stratum and the mine method according to claim 1 or 2, characterized in that: all grouting holes (5) in the stratum (2) to be consolidated are distributed in multiple rows from left to right, and each row of grouting holes (5) comprises a plurality of grouting holes (5) which are distributed on the same vertical surface from back to front along the longitudinal extension direction of the tunnel; a row of grouting holes (5) are distributed on the center line of the tunnel section at the junction;
all grouting holes (5) in the reinforced stratum (2) are distributed in a quincunx shape, and all grouting holes (5) in the reinforced stratum (2) are uniformly distributed.
5. The structure for reinforcing the surface of the tunnel section at the junction of the shield method of the upper soft and lower hard stratum and the mine method according to claim 4, characterized in that: the left side wall and the right side wall of the reinforced stratum (2) are symmetrically arranged on the left side and the right side of the junction tunnel section, and the width of the reinforced stratum (2) is 5-8 m larger than the excavation width of the junction tunnel section.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201922112196.4U CN211038641U (en) | 2019-11-30 | 2019-11-30 | Tunnel segment earth surface reinforcing structure at junction of upper soft and lower hard stratum shield method and mine method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201922112196.4U CN211038641U (en) | 2019-11-30 | 2019-11-30 | Tunnel segment earth surface reinforcing structure at junction of upper soft and lower hard stratum shield method and mine method |
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| CN211038641U true CN211038641U (en) | 2020-07-17 |
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| CN113373901A (en) * | 2021-05-27 | 2021-09-10 | 中建一局集团建设发展有限公司 | Overlapping shield tunnel house foundation reinforcing structure next to house and construction method |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN113373901A (en) * | 2021-05-27 | 2021-09-10 | 中建一局集团建设发展有限公司 | Overlapping shield tunnel house foundation reinforcing structure next to house and construction method |
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