CN214196326U - Open cut combines reverse construction method tunnel entrance to a cave structure - Google Patents
Open cut combines reverse construction method tunnel entrance to a cave structure Download PDFInfo
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- CN214196326U CN214196326U CN202022749052.2U CN202022749052U CN214196326U CN 214196326 U CN214196326 U CN 214196326U CN 202022749052 U CN202022749052 U CN 202022749052U CN 214196326 U CN214196326 U CN 214196326U
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Abstract
The utility model discloses an open cut combines reverse construction method tunnel entrance to a cave structure, including the tunnel, still include the edge the diaphragm wall that tunnel axis direction set up, the inboard of diaphragm wall is provided with hat roof beam and waist rail along tunnel axis direction, all be provided with the concrete support of a plurality of perpendicular to tunnel axis direction on hat roof beam and the waist rail, the below of waist rail is provided with tunnel lining extension along tunnel axis direction, the top surface of diaphragm wall all with tunnel lining extension between fill have the earthing. And carrying out small-scale open excavation by utilizing the underground diaphragm wall, carrying out excavation construction on the tunnel after the tunnel enters the stable bedrock, and simultaneously carrying out reverse construction method construction on the tunnel structure in the diaphragm wall supporting range.
Description
Technical Field
The utility model belongs to the technical field of tunnel construction engineering, concretely relates to open cut combines reverse construction method tunnel entrance to a cave structure.
Background
A large number of underground tunnels are arranged in water conservancy and hydropower engineering, road traffic engineering and underground pipe gallery engineering. Due to line limitation and geological condition restriction, when a tunnel enters a covering layer or a V-type surrounding rock position, a form of a profile steel arch frame and a forepoling (a small forepoling or a pipe shed) or a mode of open cut and backfill is usually adopted, when an included angle between the axial direction of the tunnel and the slope of a mountain is small, the two modes cannot quickly penetrate through a stratum with poor tunneling conditions to reach a stable bedrock, long-distance strong support construction or large-area slope open cut can occur, construction period delay and material waste are caused, when the open cut range is too large, the surrounding environment and engineering safety are greatly influenced, the limit is sometimes limited by land acquisition factors, and a large excavation mode cannot be adopted. And a freezing method or a grouting method is also adopted to pre-reinforce the soil layer, and then the excavation is carried out by adopting a conventional method. But the freezing method and the grouting method have higher requirements on geological conditions and are expensive to manufacture. In addition, the tunnel portal structure is complex in design and poor in stability, and cannot be well adapted to construction of covering layers or V-type surrounding rock portals under specific boundary conditions.
Based on the above situation, the utility model provides an open cut combines reverse construction method tunnel entrance to a cave structure can effectively solve above problem.
SUMMERY OF THE UTILITY MODEL
To the not enough of existence among the prior art, the utility model aims to provide an open cut combines reverse construction method tunnel entrance to a cave structure. The tunnel portal is simple in structure, reasonable in design and high in stability, and can be well suitable for construction of covering layers or V-type surrounding rock portals under specific boundary conditions.
In order to solve the technical problem, the utility model discloses a following technical scheme realizes:
the utility model provides an open cut combines reverse construction method tunnel entrance to a cave structure, includes the tunnel, still includes the edge the diaphragm wall that tunnel axis direction set up, the inboard of diaphragm wall is provided with guan liang and waist rail along tunnel axis direction, all be provided with the concrete support of a plurality of perpendicular to tunnel axis direction on guan liang and the waist rail, the below of waist rail is provided with tunnel lining extension along tunnel axis direction, the top surface of diaphragm wall all with tunnel lining extension between pack have the earthing.
As the utility model discloses an optimal technical scheme, the continuous wall includes second section continuous wall and the first section continuous wall that links up the setting in proper order with the tunnel entrance to a cave, just the apical elevation of second section continuous wall is higher than the apical elevation of first section continuous wall.
As an optimized technical scheme of the utility model, the waist rail of arranging on the first section continuous wall and the waist rail of second section continuous wall are in on same horizontal plane.
As a preferred technical scheme of the utility model, the top of tunnel entrance to a cave is provided with the entrance to a cave and struts the step, the entrance to a cave is strutted the step and is included notch cuttype gravity type barricade and soil body supporting construction.
As an optimal technical scheme of the utility model, tunnel lining extension section includes fixed connection's bottom plate, side wall and crown.
Compared with the prior art, the utility model, following advantage and beneficial effect have:
the tunnel portal is simple in structure, reasonable in design and high in stability, and can be well suitable for construction of covering layers or V-type surrounding rock portals under specific boundary conditions. The use of advanced supports can be reduced, the construction period occupied by the advanced supports is reduced, the engineering construction is accelerated, the potential safety hazard of excavation of the soil cave is avoided, meanwhile, the disturbance to the surrounding environment is small, and extra land acquisition is not needed.
Drawings
Fig. 1 is a schematic plan view of the present invention;
fig. 2 is a schematic sectional structure of the present invention;
fig. 3 is the construction process schematic diagram of the second section of continuous wall.
Reference numerals: 1. a continuous wall; 101a, a first section of continuous wall; 101b, a second section of continuous wall; 102. a crown beam; 103. a wale; 2. supporting concrete; 3. supporting the steel pipe; 4. a tunnel lining extension section; 401. a base plate; 402. a side wall; 403. a top arch; 5. a guide wall; 6. supporting steps at the opening of the hole; 601. a stepped gravity retaining wall; 602. a soil body supporting structure; 7. covering soil; 8. a tunnel; 1001. a tunnel axis; 1002. and (6) lining the tunnel.
Detailed Description
In order to make the technical solution of the present invention better understood by those skilled in the art, the following description of the preferred embodiments of the present invention is given with reference to the accompanying examples, but it should be understood that the drawings are for illustrative purposes only and are not to be construed as limiting the patent; for the purpose of better illustrating the embodiments, certain features of the drawings may be omitted, enlarged or reduced, and do not represent the size of an actual product; it will be understood by those skilled in the art that certain well-known structures in the drawings and descriptions thereof may be omitted. The positional relationships depicted in the drawings are for illustrative purposes only and are not to be construed as limiting the present patent.
In the logistics gallery tunnel of the long-distance sealing-tape machine in a certain project, due to the limitation of the turning radius of equipment and land acquisition conditions, the tunnel needs to penetrate through waste mine slag bodies with the length of about 80m and the slag thickness of 35 ℃ -25m, the peak value of the saturated consolidation quick shear test is 7 kPa-10 kPa of cohesion, 8-18 degrees of friction angle and 2.0 multiplied by 10 of permeability coefficient-3cm/s～5.0×10-4cm/s. Three ore washing ponds are arranged around the tunnel inlet, the elevation of the bottom of each pond is higher than that of the bottom plate of the tunnel, and consolidation grouting tests show that the slurry-absorbing amount of the slag heap is large, the consolidation effect is not ideal, and the tunneling conditions are extremely poor.
The long-distance rubber belt conveyor logistics corridor tunnel described in the embodiment is designed and excavated by adopting open excavation and reverse construction method in combination with the attached drawings 1 to 3 of the specification.
In this embodiment, as shown in fig. 1 and 2, an open cut combined reverse construction method tunnel portal structure includes a tunnel 8 and a tunnel lining 1002, a continuous wall 1 is disposed at a tunnel portal of the tunnel 8 along a tunnel axis 1001 direction, a crown beam 102 and a wale 103 which are vertically arranged are disposed at an inner side of the continuous wall 1 along the tunnel axis 1001 direction, concrete supports 2 perpendicular to the tunnel axis 1001 direction are disposed at intervals on the crown beam 102 and the wale 103, a tunnel lining extension section 4 is disposed below the wale 103 along the tunnel axis 1001 direction, and the tunnel lining extension section 4 includes a bottom plate 401, a side wall 402 and a crown 403 which are fixedly connected; and soil 7 is filled between the top surface of the continuous wall 1 and the tunnel lining extension section 4. Step 6 is strutted to 8 mouths of a cave of tunnel's top is provided with the mouth of a cave, step 6 is strutted to the mouth of a cave includes notch cuttype gravity type barricade 601 and soil body supporting construction 602.
The excavation depth is designed according to the tunnel burial depth and the geographical condition limitation of the slag heaping body, the continuous wall 1 is divided into two sections of continuous walls, the continuous walls comprise a second section of continuous wall 101b and a first section of continuous wall 101a, the second section of continuous wall 101b and the first section of continuous wall are sequentially connected with the tunnel opening, and the ceiling height of the second section of continuous wall 101b is higher than that of the first section of continuous wall 101 a. The wale arranged on the first continuous wall section 101a is on the same horizontal plane with the wale of the second continuous wall section 101 b.
In the embodiment, by combining engineering characteristics and utilizing a reverse-construction method continuous wall structure and an open excavation method, the safety of the opening is improved, and meanwhile, the excavation amount is reduced. As shown in fig. 3, during the excavation process, groove-and-steel pipe supports 3 are respectively excavated between the crown beam 102 and the wale 103 and between the wale 103 and the floor 401 according to the designed excavation depth. The embodiment provides a construction method of a second section of continuous wall 101b, which comprises the following steps:
a) after the field is leveled, arranging a guide wall 5 and corresponding auxiliary facilities (such as a drainage ditch and field hardening) according to the position of the second section of continuous wall;
b) starting a well point dewatering measure, constructing a second section of continuous wall 101b, wherein the bottom elevation of the second section of continuous wall 101b needs to meet the design requirement;
c) after the second section of continuous wall 101b is constructed, when the concrete of the wall body reaches the design requirement, excavating to the top elevation of the first concrete support 2, and excavating a groove to pour the crown beam 102 and the first concrete support 2;
d) after the crown beam 102 and the first concrete support 2 reach the design strength requirement, excavating to the top elevation of the first steel pipe support 3, and grooving and adding the first steel pipe support 3;
e) excavating to the top elevation of the second concrete support 2, and excavating a groove and adding the second concrete support 2 and the waist beam 103;
f) after the second concrete support 2 and the waist beam 103 reach the design strength, excavating to the top elevation of a second steel pipe support 3, and excavating a groove and adding the second steel pipe support 3;
g) excavating to the elevation of a bottom plate, pouring a cushion layer and the bottom plate 401, connecting the bottom plate 401 and the second continuous wall 101b through a reserved steel bar sleeve or an embedded steel bar in the wall body, and reserving side wall 402 steel bars and side wall 402 precast sills at two sides of the bottom plate 401;
h) after the bottom plate 401 concrete reaches the design strength, removing the second steel pipe support 3 and pouring the tunnel lining extension section 4;
i) after the tunnel lining extension section 4 reaches the design strength, backfilling and covering soil 7;
j) and when backfilling to the bottom elevation of the first steel pipe support 3, dismantling the first steel pipe support 3, and continuously backfilling to the designed elevation.
Because the ceiling height of the second section of continuous wall 101b is higher than that of the first section of continuous wall 101a, only a groove is dug between the wale 103 and the bottom plate 401 and a steel pipe support 3 is added according to the designed excavation depth; the method specifically comprises the following steps:
a) after the site is leveled, arranging a guide wall 5 and corresponding accessory facilities (such as a drainage ditch and site hardening) according to the position of the designed first section of continuous wall 101 a;
b) starting a well point dewatering measure, constructing a first section of continuous wall 101a, wherein the bottom elevation of the first section of continuous wall 101a needs to meet the design requirement;
c) after the first section of continuous wall 101a is constructed, when the concrete of the wall body reaches the design requirement, excavating to the top elevation of the first concrete support 2, and excavating a groove to pour the crown beam 102 and the first concrete support 2;
d) after the crown beam 102 and the first concrete support 2 reach the design strength requirement, excavating to the top elevation of the second concrete support 2, and excavating a groove and adding the second concrete support 2 and the waist beam 103;
e) after the second concrete support 2 and the waist beam 103 reach the design strength, excavating to the top elevation of the first steel pipe support 3, and grooving and adding the first steel pipe support 3;
f) excavating to the elevation of a bottom plate, pouring a cushion layer and the bottom plate 401, connecting the bottom plate 401 and the first continuous wall 101a through a reserved steel bar sleeve or an embedded steel bar in the wall body, and reserving side wall 402 steel bars and side wall 402 precast sills at two sides of the bottom plate 401;
g) after the bottom plate 401 concrete reaches the design strength, removing the first steel pipe support 3 and pouring the tunnel lining extension section 4;
h) and after the tunnel lining extension section 4 reaches the design strength, backfilling the soil 7 and backfilling to the design elevation.
Furthermore, the tunnel bedrock position adopts partial advanced support, sets up guide wall 5 and carries out the pipe shed construction, sets up tunnel lining 1002 after getting into the bedrock. And (3) according to the structural calculation result and the arrangement requirement of the tunnel lining extension section 4, adopting a concrete support 2 and a steel pipe support 3 to support the continuous wall 1 internally.
After the comprehensive construction period, investment, safety and engineering characteristics are achieved, the open cut tunnel portal structure combining the reverse construction method and the design method thereof are adopted, the slag heap is successfully penetrated, and the construction period is saved by 1 month.
The method comprises the steps of carrying out small-scale open excavation by utilizing the underground continuous wall, carrying out excavation construction on the tunnel after the tunnel enters the stable bedrock, and simultaneously carrying out reverse construction on the tunnel structure within the range of the continuous wall support. The characteristics of the underground diaphragm wall construction are utilized to convert the excavation of the soil tunnel into open excavation construction similar to foundation pit excavation, and the tunnel excavation construction is carried out when the geological conditions are well changed. The method can reduce the use of advance supports, reduce the construction period occupied by the advance supports, accelerate the engineering construction, avoid the potential safety hazard of excavation of the soil cavern, and simultaneously has small disturbance to the surrounding environment without additional land acquisition.
According to the utility model discloses a description and attached drawing, the field technical personnel make or use very easily the utility model discloses an open cut combines reverse construction method tunnel entrance to a cave structure to can produce the positive effect that the utility model discloses record.
Unless otherwise specified, in the present invention, if the terms "inside", "spaced", "upper", "lower", "axis", "top surface", "between", "in order", "dig", "top", "bottom", "inner", "outer", etc. indicate the orientation or positional relationship shown in the drawings, it is only for convenience of description and simplification of the description, but it is not indicated or implied that the referred device or element must have a specific orientation, be constructed and operated in a specific orientation, and therefore the terms describing the orientation or positional relationship in the present invention are only used for exemplary illustration and are not to be construed as limitations of the present patent, and those skilled in the art can understand the specific meaning of the above terms according to the specific situation by referring to the drawings.
Unless expressly stated or limited otherwise, the terms "disposed," "disposed," and "connected" in the present application are to be construed broadly, e.g., as meaning fixedly connected, detachably connected, or integrally connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meaning of the above terms in the present invention can be understood in specific cases to those skilled in the art.
The above is only the preferred embodiment of the present invention, not to the limitation of the present invention in any form, all the technical matters of the present invention all fall into the protection scope of the present invention to any simple modification and equivalent change of the above embodiments.
Claims (5)
1. The utility model provides an open cut combines reverse construction method tunnel entrance to a cave structure, includes tunnel (10), its characterized in that: still include continuous wall (1) that sets up along tunnel axis (1001) direction, the inboard of continuous wall (1) is provided with along tunnel axis (1001) direction and crowns roof beam (102) and wale (103), all be provided with concrete support (2) of a plurality of perpendicular to tunnel axis (1001) directions on canopy roof beam (102) and wale (103), the below of wale (103) is provided with tunnel lining extension (4) along tunnel axis (1001) direction, it has earthing (7) all to fill between the top surface of continuous wall (1) and tunnel lining extension (4).
2. The open cut tunnel portal structure of claim 1 in combination with reverse construction, wherein: the continuous wall (1) comprises a second section of continuous wall (101b) and a first section of continuous wall (101a) which are sequentially connected with the opening of the tunnel (10), and the ceiling height of the second section of continuous wall (101b) is higher than that of the first section of continuous wall (101 a).
3. The open cut tunnel portal structure of claim 2 in combination with reverse construction, wherein: the wale arranged on the first section of continuous wall (101a) and the wale of the second section of continuous wall (101b) are positioned on the same horizontal plane.
4. The open cut tunnel portal structure of claim 1 in combination with reverse construction, wherein: the top of tunnel (10) entrance to a cave is provided with entrance to a cave support step (6), entrance to a cave support step (6) include notch cuttype gravity type barricade (601) and soil body supporting construction (602).
5. The open cut tunnel portal structure of claim 1 in combination with reverse construction, wherein: the tunnel lining extension section (4) comprises a bottom plate (401), side walls (402) and a roof arch (403) which are fixedly connected.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN202022749052.2U CN214196326U (en) | 2020-11-24 | 2020-11-24 | Open cut combines reverse construction method tunnel entrance to a cave structure |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202022749052.2U CN214196326U (en) | 2020-11-24 | 2020-11-24 | Open cut combines reverse construction method tunnel entrance to a cave structure |
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| CN214196326U true CN214196326U (en) | 2021-09-14 |
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| CN202022749052.2U Active CN214196326U (en) | 2020-11-24 | 2020-11-24 | Open cut combines reverse construction method tunnel entrance to a cave structure |
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