Large-section inclined shaft excavation arrangement structure and construction method

Abstract

The invention relates to a large-section inclined shaft excavation arrangement structure suitable for escaping from mud burst and water gushing disasters, the inclined shaft excavation arrangement structure comprises a bearing platform, horizontal escape steel ladders, vertical escape steel ladders and top arch suspension anchor rods, the bearing platform comprises first rock masses and second rock masses, the horizontal escape steel ladders are arranged between the adjacent first rock masses and second rock masses, the vertical escape steel ladders are arranged between the first rock masses and the second rock masses, and the top arch suspension anchor rods are arranged between the vertical escape steel ladders and the top arch suspension anchor rods. Vertical escape steel ladders are arranged on one side, deviating from mud flow impact, of the first rock body or the second rock body; the top arch suspension anchor rod is pre-buried in the top arch rock mass, and the bottom of the top arch suspension anchor rod is welded and fixed to the horizontal escape steel ladder to form a stable three-dimensional escape channel network. In the aspect of longitudinal arrangement of the inclined shaft, non-excavated rock masses are reserved in a staggered and segmented mode to serve as bearing platform units, a natural mud blocking and buffering structure is formed, and when water burst and mud burst disasters occur, the mud facing side of a bearing platform firstly bears mud flow impact, so that the mud flow is decelerated; constructors rapidly enter the top platform of the reserved bearing platform of the inclined shaft through the vertical escape steel ladder, and rapidly evacuate at the upper part of the inclined shaft through the bearing platform and the horizontal escape steel ladder.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of inclined shaft excavation, in particular to a large-section inclined shaft excavation arrangement structure and construction method. BACKGROUND

[0002] Gushing mud is one of the common disasters in inclined shaft construction, which is characterized by suddenness and dynamicity. Once it occurs, it can quickly form a mudflow in a very short time, which has a huge impact on the construction personnel and equipment in the inclined shaft, causing serious loss of life and property. It is a very important and necessary work to reasonably arrange the inclined shaft excavation construction method, effectively weaken the impact of mudflow, provide a rescue channel for the construction personnel to evacuate the gushing mud site and gain more evacuation time.

[0003] At present, the layered excavation method or the CRD reserved core soil method is often used for large-section inclined shaft excavation, the main purpose of which is to maintain the stability of the working face. However, in actual engineering, when gushing mud disaster occurs in the inclined shaft, the traditional layered excavation method or CRD method cannot effectively reduce the impact of mudflow, so that the on-site construction personnel are completely exposed to the mudflow and cannot escape the disaster site in time. Therefore, how to safely and effectively deal with the gushing mud disaster in the inclined shaft project still faces great challenges. SUMMARY

[0004] To solve the above problems, the present application provides a large-section inclined shaft excavation arrangement structure and construction method suitable for gushing mud disaster escape, which can effectively reduce the impact of mudflow when gushing mud occurs and safely evacuate the disaster site in time.

[0005] The technical scheme adopted by the present application is: a large-section inclined shaft excavation arrangement structure, characterized by comprising a pile cap, horizontal escape steel ladders, vertical escape steel ladders and top arch suspension anchor rods, the pile cap comprises a plurality of first rock bodies arranged on one side of the inclined shaft and a plurality of second rock bodies arranged on the other side of the inclined shaft, the first rock bodies and the second rock bodies are arranged in a staggered and spaced manner along the axis direction of the inclined shaft; horizontal escape steel ladders are arranged between adjacent first rock bodies and second rock bodies, and vertical escape steel ladders are arranged on the side of the first rock body or the second rock body away from the impact of mudflow; the top arch suspension anchor rods are embedded in the top arch rock body, and the bottom is welded and fixed with the horizontal escape steel ladders to form a stable three-dimensional escape channel network. In terms of longitudinal arrangement of the inclined shaft, the unexcavated rock bodies are arranged in a staggered and segmented manner as pile cap units to form a natural mud-blocking buffer structure under the condition of sudden disaster; the pile cap is a direct mud-blocking structure, which first bears the impact of mudflow when gushing mud disaster occurs, so as to slow down the mudflow; the construction personnel quickly enter the top platform of the pile cap reserved in the inclined shaft through the vertical escape steel ladders, and quickly evacuate the upper part of the inclined shaft through the pile cap and horizontal escape steel ladders.

[0006] As preferred, the first rock mass and the second rock mass are provided with platforms on top, and the horizontal escape steel ladders are lapped on the adjacent platforms. The horizontal escape steel ladders are arranged on the top of the reserved bearing platform units and used to connect the escape platforms on the top of the adjacent bearing platform sections to realize transverse evacuation. The bottom of the horizontal escape steel ladders meets the requirements of the vehicle passing through the inclined shaft.

[0007] As preferred, the first rock mass and the second rock mass are away from the side impacted by the mud flow and used as the storage positions of important equipment or materials to reduce the damage degree of the equipment and materials caused by the mud flow.

[0008] As preferred, the full-face excavation section without the reserved bearing platform in the inclined shaft is subjected to the systematic primary support operation after the completion of the excavation operation. The primary support operation has the steps of: firstly, the exposed surface of the surrounding rock is closed by using the shotcrete to enhance the self-stability of the surrounding rock, then the system anchor rod and the steel mesh are arranged to enhance the overall anti-deformation capacity, and finally, the closed full-face excavation steel arch is installed. The locking foot position of the full-face excavation steel arch forms the integral closed structure through the longitudinal connecting rib and the locking foot anchor rod to ensure the continuous stress and closed stability of the support system, form the high-reliability primary support ring body, and effectively inhibit the displacement and deformation of the surrounding rock.

[0009] As preferred, the space on one side of the reserved bearing platform rock mass is subjected to the one-time support operation immediately after the completion of the excavation during the jump section driving construction, the one-time excavation steel arch is installed, and the one-time side wall locking foot anchor rod and the one-time top arch locking foot anchor rod are arranged to realize the initial positioning and anchoring of the side wall and the arch top and construct the one-time system support with the bearing and positioning functions.

[0010] As preferred, after the inclined shaft is penetrated, the corresponding secondary excavation steel arch is installed on the basis of the one-time system support, the secondary excavation steel arch is spliced with the one-time excavation steel arch through the joint plate and fixed through the secondary side wall locking foot anchor rod to construct the secondary system support.

[0011] As preferred, the inclined shaft main hole section is in the shape of a city gate, a three-centered circle or a horseshoe.

[0012] As preferred, the method is suitable for the non-blasting excavation method of the cantilever driving machine or the drilling and blasting method of the inclined shaft.

[0013] A construction method of the large-section inclined shaft excavation arrangement structure as above has the following steps. S1, the inclined shaft main hole is subjected to the segmented driving and the bearing platform reservation in the axial direction. The excavation sequence is: reserving the left bearing platform, excavating the right side→ full-face excavation→ reserving the right bearing platform, excavating the left side. The bearing platforms are formed by the circulation and staggered interval. S2, the horizontal escape steel ladders are arranged on the top of the bearing platform, and the vertical escape steel ladders are arranged on the back. S3, right side space primary support → full section system support → left side space primary support, in turn, reciprocating; the support implementation time is: after each section of excavation is completed, immediately perform primary system support construction, spray concrete, install anchor rod and mesh, primary system support steel arch, and the support range includes surrounding rock and the surrounding surface of the pile cap; S4, after the inclined shaft is penetrated, the reserved pile cap is excavated from both sides to the middle in turn, the horizontal escape steel ladder and the vertical escape steel ladder are removed, and the secondary system support of the pile cap is implemented; S5, after all the primary system supports are completed, the inclined shaft lining structure construction is performed.

[0014] The beneficial effects obtained by the present application are as follows: 1. Improve construction safety: by staggered arrangement of incomplete pile cap blocks in the inclined shaft, a natural barrier can be formed in the event of sudden mud and water, the mud flow impact route is prolonged, disaster spread is effectively prevented, and construction safety is improved; 2. Facilitate escape and evacuation organization: an independent escape ladder is provided at the top of each pile cap, the escape path is short and densely distributed, a three-dimensional escape network is formed with the transverse communication channel, and the evacuation efficiency under emergency is improved; 3. The structure arrangement scheme can be standardized and modularized for popularization and application, is easy to integrate into construction design, is convenient for engineering implementation and management, and thus improves the overall safety level of similar projects. BRIEF DESCRIPTION OF DRAWINGS

[0015] Figure 1 It is a three-dimensional schematic view of the block excavation of the inclined shaft of the present application; Figure 2 It is a schematic view of the escape arrangement of the inclined shaft of the present application; Figure 3 It is a schematic view of the primary steel arch support of the present application; Figure 4 It is a schematic view of the primary support of the present application; 1, first rock mass; 2, second rock mass; 3, top arch rock mass; 4, horizontal escape steel ladder; 5, vertical escape steel ladder; 6, top arch suspension anchor rod; 7, mud flow direction of sudden mud and water; 8, full section excavation steel arch; 9, primary excavation steel arch; 10, secondary excavation steel arch; 11, primary side wall locking anchor rod; 12, primary top arch locking anchor rod; 13, secondary locking anchor rod. DETAILED DESCRIPTION

[0016] The technical solutions of the present application will be described clearly and completely below in conjunction with the drawings. Obviously, the described embodiments are part of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those of ordinary skill in the art without creative work belong to the scope of protection of the present application.

[0017] As shown in the drawings, Figures 1-4 The present application is a large-section inclined shaft excavation arrangement structure suitable for sudden mud gushing disaster escape, which is suitable for the construction of large-section and long-distance inclined shafts such as urban inclined shafts, water conservancy tunnels and water conveying holes, and effectively balances the mechanical tunneling efficiency and the inclined shaft disaster emergency capability.

[0018] The inclined shaft excavation arrangement structure of the present application comprises a bearing platform, horizontal escape steel ladders 4, vertical escape steel ladders 5 and top arch suspension anchor rods 6. The bearing platform comprises a plurality of first rock bodies 1 arranged on one side of the inclined shaft and a plurality of second rock bodies 2 arranged on the other side of the inclined shaft. The first rock bodies 1 and the second rock bodies 2 are arranged in a staggered and spaced manner along the axis direction of the inclined shaft. The horizontal escape steel ladders 4 are arranged between adjacent first rock bodies 1 and second rock bodies 2. The vertical escape steel ladders 5 are arranged on the side of the first rock bodies 1 or the second rock bodies 2 away from the impact of the mud flow. The top arch suspension anchor rods 6 are embedded in the top arch rock body 3, and the bottom is welded and fixed with the horizontal escape steel ladders 4 to form a stable three-dimensional escape channel network.

[0019] In the surrounding rock structure, the rock-soil body during the inclined shaft tunneling process is composed of the first rock body 1, the second rock body 2 and the top arch rock body 3. In terms of longitudinal arrangement of the inclined shaft, the first rock body 1 and the second rock body 2 use staggered segmented reserved unexcavated rock bodies as bearing platform units to form a natural mud blocking and buffering structure in the event of sudden disasters. When the mud gushing and water gushing disaster occurs, the flow direction of the mud and water is shown by the arrow 7, which rapidly advances along the axis of the inclined shaft. The bearing platform is a direct mud blocking structure, which first bears the impact of the mud flow when the water gushing and mud gushing disaster occurs, so as to slow down the mud flow. The construction personnel quickly enter the top platform of the reserved bearing platform of the inclined shaft through the vertical escape steel ladders, and quickly evacuate at the upper part of the inclined shaft through the bearing platform and the horizontal escape steel ladders.

[0020] The inclined shaft excavation arrangement structure of the present application can be suitable for non-blasting excavation methods such as cantilever tunneling machines, and can also be suitable for inclined shafts excavated by the drill and blast method.

[0021] The cross section of the main hole of the inclined shaft is in the shape of a city gate, and can also be suitable for three-centered circle, horseshoe shape and other cross sections. It should be pointed out that the cross section of the inclined shaft adopted in the present embodiment is horseshoe-shaped, which is only a special case of the present patent.

[0022] The bearing platform is a staggered arranged rock-soil body structure reserved during the excavation of the inclined shaft, which is arranged on both sides of the inclined shaft along the axis direction of the inclined shaft and is distributed alternately. The staggered interval and the reserved width can be adjusted according to the size of the tunnel, the excavation method and the requirements of the slag construction vehicle.

[0023] A platform is provided on top of the foundation (i.e., the first rock mass 1 and the second rock mass 2). The platform width and clearance meet the requirements for emergency evacuation and also meet the requirements for tunnel anchor bolts, steel mesh, and shotcrete installation. Adjacent platforms are connected obliquely by horizontal escape steel ladders 4. Anchor bolts 6, with a certain exposed length, are suspended from the top arch of the inclined shaft (top arch rock mass 3), and the horizontal escape steel ladders 4 are welded laterally to improve their compressive and bending performance, ensuring the safety of evacuees. The bottom of the horizontal escape steel ladders 4 meets the passage requirements for construction vehicles in the inclined shaft. A vertical escape steel ladder 5 is provided on the side of the foundation facing away from the mudflow impact. The foundation is a direct mud-blocking structure; in the event of a mudslide, the side of the foundation facing the mudflow will bear the impact first, slowing down the mudflow. Construction personnel can quickly enter the reserved platform on top of the foundation via the vertical escape steel ladder 5 and evacuate rapidly from the upper part of the inclined shaft via the foundation and the horizontal escape steel ladder 4.

[0024] The top sidewall of the pier cap is perpendicular to the arc formed by the excavation of the top arch, which allows for the initial installation of the steel arch frame joint plate and the placement of the anchor bolts. The back side of the pier cap can be used as a storage location for important equipment and materials to reduce the damage caused by mudflow impact.

[0025] like Figure 3 As shown, during the axial excavation of the main tunnel of the inclined shaft, an alternating segmented excavation mode of "reserving the left-side foundation and excavating the right-side space → full-section excavation → reserving the right-side foundation and excavating the left-side space" is adopted to form an alternating and cyclical excavation rhythm.

[0026] Based on the above-mentioned large-section inclined shaft excavation layout structure, an inclined shaft support method matching the above-mentioned excavation layout structure is proposed, including full-section system support, primary system support, and secondary system support.

[0027] Full-face system support is suitable for tunnel sections without reserved foundations, including system anchors, steel mesh, shotcrete, full-face excavated steel arch frame 8, its locking anchors, and longitudinal connecting bars. For full-face excavated sections without reserved foundations, systematic initial support work is initiated immediately after excavation. First, shotcrete is used to seal the exposed rock surface, enhancing the rock's self-stabilizing capacity. Then, system anchors and steel mesh are installed to enhance overall deformation resistance. Finally, the closed full-face excavated steel arch frame 8 is installed. The locking positions of the full-face excavated steel arch frame 8, connected to the locking anchors by longitudinal connecting bars, form a closed structure, ensuring continuous force distribution and stable closure of the support system, forming a highly reliable initial support ring that effectively suppresses rock displacement and deformation.

[0028] The primary system support is suitable for the space of the other side of the bearing platform which has been excavated, including system anchor, steel mesh, sprayed concrete and primary excavation steel arch 9. The primary excavation steel arch 9 is fixed by primary side wall locking anchor 11 and primary top arch locking anchor 12, and the end is reserved with joint plate, and the primary excavation steel arch 9 is connected by longitudinal connecting rib. As shown in Figure 4 the reserved bearing platform rock mass, the space of one side is implemented in the process of jump section tunneling construction, and the primary support of the side is implemented immediately after the excavation is completed, the primary excavation steel arch 9 is installed, and the primary side wall locking anchor 11 and the primary top arch locking anchor 12 are arranged respectively, the initial positioning and anchoring of the side wall and the arch top are realized, and the opening support structure system with bearing and positioning functions is constructed.

[0029] The secondary system support is the steel arch support of the space of the bearing platform which has been excavated, including secondary excavation steel arch 10, secondary locking anchor and longitudinal connecting rib, steel mesh, sprayed concrete and system anchor. After the inclined shaft is penetrated, the corresponding secondary excavation steel arch 10 is installed on the basis of the primary system support, and is fixed by the secondary locking anchor 13. The secondary excavation steel arch 10 is spliced with the primary excavation steel arch 9 by joint plate, and is fixed by the secondary locking anchor 13.

[0030] The patent adopts staggered construction method in construction sequence, excavates one side bearing platform section first and completes the system support, then performs alternate construction of the other side, so that staggered distributed construction blocks are formed in the longitudinal direction of the inclined shaft. The horizontal escape steel ladder 4 is installed immediately after the top of each block is completed, the vertical escape steel ladder 5 is installed at the back, and necessary construction access and material transfer space is arranged. After the inclined shaft is penetrated, the bearing platform section is excavated from both ends, the temporary steel ladder set in the early stage is removed, the secondary excavation steel arch 10 is spliced, and the finally closed ring-shaped support structure is completed.

[0031] A construction method of large-section inclined shaft excavation arrangement structure, characterized in that it comprises the following steps: S1, segmentally tunneling and bearing platform reserving in the axial direction of the inclined shaft, the excavation sequence is reserving left bearing platform, excavating right side→ full-face excavation→ reserving right bearing platform, excavating left side, and the bearing platform is formed by reciprocating in this way; S2, arranging horizontal escape steel ladder at the top of the bearing platform, and arranging vertical escape steel ladder at the back; S3, primary support of right side space→ full-face system support→ primary support of left side space, and the construction is performed in turn; the support implementation time is that the primary system support is performed immediately after each section is excavated, the sprayed concrete, anchor and mesh are installed, and the primary system support steel arch is installed, and the support range includes surrounding rock and bearing platform peripheral surface; S4, after the inclined shaft is penetrated, the reserved bearing platform is excavated from both sides to the middle in turn, the horizontal escape steel ladder and the vertical escape steel ladder are removed, and the bearing platform secondary system support is implemented; S5, after all the initial system support is completed, the inclined shaft lining structure construction is performed.

[0032] Here, it should be noted that the description of the above technical solutions is exemplary, the present specification can be embodied in different forms, and should not be interpreted as being limited to the technical solutions set forth herein. On the contrary, providing these descriptions will make the present disclosure thorough and complete, and will fully convey the scope disclosed by the present specification to those skilled in the art. In addition, the technical solutions of the present application are only limited by the scope of the claims.

[0033] Finally, it should be noted that the above embodiments are only more representative examples of the present application. Obviously, the present application is not limited to the above embodiments, but can also have many variations. Any simple modification, equivalent change and modification made according to the technical essence of the present application to the above embodiments shall be considered as falling within the protection scope of the present application.

Claims

1. A large cross-section inclined shaft excavation arrangement, characterized by: The support platform comprises a support platform, horizontal escape steel ladders, vertical escape steel ladders and a top arch suspension anchor rod, the support platform comprises a plurality of first rock bodies arranged on one side of the inclined shaft and a plurality of second rock bodies arranged on the other side of the inclined shaft, and the first rock bodies and the second rock bodies are arranged in an interlaced and spaced manner along the axial direction of the inclined shaft; the horizontal escape steel ladders are arranged between adjacent first rock bodies and second rock bodies; the first rock bodies or the second rock bodies are provided with vertical escape steel ladders away from the side impacted by mud flow; and the top arch suspension anchor rod is embedded in the top arch rock body and is welded and fixed with the horizontal escape steel ladder at the bottom to form a stable three-dimensional escape channel network.

2. A large cross-section inclined shaft excavation arrangement according to claim 1, characterized in that: The first rock bodies and the second rock bodies are provided with platforms at the top, and the horizontal escape steel ladders are overlapped on the adjacent platforms to realize lateral evacuation.

3. A large cross-section inclined shaft excavation arrangement according to claim 1, characterized in that: The full-face excavation section of the inclined shaft without a reserved support platform is subjected to systematic primary support operation after the completion of the excavation operation.

4. A large cross-section inclined shaft excavation arrangement according to claim 3, characterized in that: The primary support operation has the following steps: first, the exposed surface of the surrounding rock is closed by spraying concrete to enhance the self-stability of the surrounding rock, then the system anchor rod and the steel mesh are arranged to enhance the overall anti-deformation capacity, and finally the closed full-face excavation steel arch is installed. The locking foot position of the full-face excavation steel arch is formed into an integral closed structure by the longitudinal connecting rib and the locking foot anchor rod, ensuring continuous force bearing and closed stability of the support system, forming a high-reliability primary support ring body and effectively inhibiting the displacement and deformation of the surrounding rock.

5. A large cross-section inclined shaft excavation arrangement according to claim 1, characterized in that: The space on one side of the reserved support platform rock body is subjected to one-time support operation immediately after the completion of the excavation during the jump section tunneling construction, the one-time excavation steel arch is installed, and the one-time side wall locking foot anchor rod and the one-time top arch locking foot anchor rod are arranged respectively to realize the initial positioning and anchoring of the side wall and the arch top and to build one-time system support with bearing and positioning functions.

6. A large cross-section inclined shaft excavation arrangement according to claim 1, characterized by: After the inclined shaft is penetrated, the corresponding secondary excavation steel arch is installed on the basis of the one-time system support, the secondary excavation steel arch is spliced with the one-time excavation steel arch by using the joint plate and is fixed by using the secondary side wall locking foot anchor rod to build the secondary system support.

7. A large cross-section inclined shaft excavation arrangement according to claim 1, characterized by: The main hole section of the inclined shaft is in the shape of a city gate, a three-centered circle or a horseshoe.

8. A large cross-section inclined shaft excavation arrangement according to claim 1, characterized by: It is suitable for non-blasting excavation of the inclined shaft by the cantilever tunneling machine or the drilling and blasting method.

9. A method of constructing a large cross-section inclined shaft excavation arrangement according to any one of claims 1 to 8, characterised in that: The steps include the following: S1, segmental tunneling and support platform reservation are performed in the axial direction of the main hole of the inclined shaft, the excavation sequence is reserving the left support platform, excavating the right side→full-face excavation→reserving the right support platform, excavating the left side, and the cycle is repeated according to the above sequence to form the support platform in an interlaced and spaced manner; S2, the horizontal escape steel ladders are arranged on the top of the support platform, and the vertical escape steel ladders are arranged at the back; S3, one-time support of the right side space→full-face system support→one-time support of the left side space, and the cycle is repeated in sequence; S4, after the inclined shaft is penetrated, the support platforms are excavated from both sides to the middle in sequence, the horizontal escape steel ladders and the vertical escape steel ladders are removed, and the secondary system support of the support platforms is implemented; S5, after all the primary system supports are completed, the lining structure construction of the inclined shaft is performed.

10. A method of construction of a large cross-section inclined shaft excavation arrangement as claimed in claim 9, characterised by: In step S3, the support implementation time is: one-time primary system support construction is immediately performed after the completion of each section excavation, the concrete is sprayed, the anchor rod and the mesh are installed, and the one-time system support steel arch is installed, and the support range includes the surrounding rock and the surrounding surface of the support platform.

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