Pressure relief structure adaptive to ultra-deep vertical shaft
By setting pressure relief and grouting composite holes and anchor fillers on both sides of the ultra-deep shaft shaft, advance pressure relief and structural strengthening are achieved, the problem of insufficient bearing capacity of the deep vertical shaft shaft wall is solved, and the stability and bearing capacity of the well wall are improved.
Patent Information
- Application Number
- CN202510091595.4
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2025-01-21
- Publication Date
- 2025-04-22
AI Technical Summary
The existing shallow shaft well wall structures have insufficient bearing capacity, which is difficult to adapt to the deep ground high stress or deformation requirements of deep shafts, and lacks a clear well wall support structure.
A pressure relief structure suitable for ultra-deep vertical shaft is designed, including a first pressure relief grouting composite hole and a second pressure relief grouting composite hole are provided on both sides of the shaft shaft, and structural strength is strengthened by anchor injection parts and advanced pressure relief is carried out to avoid rock burst or rock mass breakage.
Through advance pressure relief and grouting, the wellbore structure is strengthened, and the load bearing capacity of the ultra-deep shaft is improved, effectively solving the requirements for formation adaptation of ultra-deep shafts above 1500m, ensuring the stability and pressure bearing capacity of the well wall.
Smart Images
Figure CN119860233A_ABST
Abstract
Description
Technical Field
[0001] The present invention relates to the technical field of vertical shafts, and in particular to a pressure relief structure adapted for ultra-deep vertical shafts. Background Art
[0002] In China, shafts with a depth or burial depth of 1200-1500m are generally called deep shafts, and shafts above 1500m are called ultra-deep shafts. The development of deep-earth resources is a future development strategy for the country. Deep shafts are the bottleneck project for deep-earth resource development. Ensuring the safety and stability of deep shafts is an important foundation for deep resource development. However, there is no clear shaft wall support structure for current deep shaft projects. Moreover, the existing single plain concrete or reinforced concrete shaft wall structure of shallow shafts has a low bearing capacity and is difficult to adapt to the high stress or deformation requirements of deep shafts. Summary of the invention
[0003] The present invention aims to solve one of the technical problems in the related art at least to a certain extent. To this end, an embodiment of the present invention provides a pressure relief structure adapted to an ultra-deep shaft.
[0004] The pressure relief structure adapted for ultra-deep shafts according to an embodiment of the present invention comprises:
[0005] vertical shaft;
[0006] a first pressure relief grouting composite hole, wherein the first pressure relief grouting composite hole is arranged on at least one side of the vertical shaft in a first direction;
[0007] A second pressure relief grouting composite hole, wherein the second pressure relief grouting composite hole is arranged on at least one side of the vertical shaft in a second direction, and the second direction is orthogonal to the first direction;
[0008] An anchoring member, one end of which is arranged on the inner wall surface of the shaft, and the other end of which extends in a direction away from the shaft.
[0009] The pressure relief structure adapted to the ultra-deep vertical shaft of the embodiment of the present invention performs advance pressure relief by setting a first pressure relief grouting composite hole and a second pressure relief grouting composite hole to avoid deep-ground high-stress rock bursts or rock mass crushing and large deformation. Grouting in the composite holes also strengthens the structural strength of the vertical shaft. The provision of anchor injection parts further strengthens the structural strength of the vertical shaft, improves the bearing capacity of the ultra-deep vertical shaft, and effectively solves the requirements of ultra-deep vertical shafts above 1500m for adapting to the formation.
[0010] In some embodiments, the first direction is a maximum principal stress direction, and the second direction is a minimum principal stress direction.
[0011] In some embodiments, the pressure relief structure adapted for the ultra-deep vertical shaft further includes a lining shaft wall, and the lining shaft wall is arranged in the vertical shaft shaft to support the vertical shaft shaft.
[0012] In some embodiments, in the second direction, each side of the vertical shaft has at least two second pressure relief grouting composite holes arranged at intervals along the second direction.
[0013] In some embodiments, the second pressure relief grouting composite hole extends along the extension direction of the vertical shaft, and the lower end of the second pressure relief grouting composite hole is inclined in a direction away from the vertical shaft.
[0014] In some embodiments, there are at least two second pressure relief grouting composite holes and they are divided into at least two groups. At least two groups of second pressure relief grouting composite holes are arranged at intervals along the extension direction of the vertical shaft. Each group of second pressure relief grouting composite holes includes at least two second pressure relief grouting composite holes. At least two second pressure relief grouting composite holes in each group are respectively arranged on both sides of the vertical shaft along the second direction.
[0015] In some embodiments, the lower end of the second pressure relief grouting composite hole located above is spaced apart from the upper end of the adjacent second pressure relief grouting composite hole located below, and overlaps on the projection surface of the second direction, and the length of the overlapping part in the extension direction of the vertical shaft is greater than or equal to 20m.
[0016] In some embodiments, in the first direction, each side of the vertical shaft has at least two first pressure relief grouting composite holes spaced apart along the second direction.
[0017] In some embodiments, an extension direction of the first pressure relief grouting composite hole is parallel to an extension direction of the vertical shaft.
[0018] In some embodiments, there are multiple anchors, which are divided into multiple groups. The multiple groups of anchors are arranged at intervals along the extension direction of the vertical shaft. Each group of anchors includes multiple anchors. The multiple anchors in each group are arranged at intervals along the circumference of the vertical shaft. The anchors are arranged in grouting holes, and the extension direction of the grouting holes is orthogonal to the extension direction of the vertical shaft. The anchors can be grouted into the grouting holes. BRIEF DESCRIPTION OF THE DRAWINGS
[0019] Figure 1 It is a longitudinal cross-sectional view of a pressure relief structure adapted for an ultra-deep vertical shaft according to an embodiment of the present invention.
[0020] Figure 2 It is a transverse cross-sectional view of a pressure relief structure adapted for an ultra-deep vertical shaft according to an embodiment of the present invention.
[0021] Figure numerals: 1, vertical shaft; 2, first pressure relief grouting composite hole; 3, second pressure relief grouting composite hole; 4, anchor injection piece; 5, lining shaft wall. DETAILED DESCRIPTION
[0022] Embodiments of the present invention are described in detail below, and examples of the embodiments are shown in the accompanying drawings. The embodiments described below with reference to the accompanying drawings are exemplary and intended to be used to explain the present invention, but should not be understood as limiting the present invention.
[0023] like Figure 1-2 As shown, the pressure relief structure adapted to the ultra-deep vertical shaft of the embodiment of the present invention includes a vertical shaft 1, a first pressure relief grouting composite hole 2, a second pressure relief grouting composite hole 3 and an anchor 4. The first pressure relief grouting composite hole 2 is arranged on at least one side of the vertical shaft 1 in a first direction. The second pressure relief grouting composite hole 3 is arranged on at least one side of the vertical shaft 1 in a second direction, and the second direction is orthogonal to the first direction. One end of the anchor 4 is arranged on the inner wall surface of the vertical shaft 1, and the other end of the anchor 4 extends in a direction away from the vertical shaft 1.
[0024] The pressure relief structure adapted to the ultra-deep vertical shaft of the embodiment of the present invention performs advance pressure relief by setting the first pressure relief grouting composite hole 2 and the second pressure relief grouting composite hole 3 to avoid deep ground high stress rock burst or rock mass crushing and large deformation. Grouting in the composite hole also strengthens the structural strength of the vertical shaft 1. The setting of the anchor 4 further strengthens the structural strength of the vertical shaft, improves the bearing capacity of the ultra-deep vertical shaft, and effectively solves the requirements of ultra-deep vertical shafts above 1500m for adapting to the formation. In addition, the pressure relief structure adapted to the ultra-deep vertical shaft of the embodiment of the present invention is highly feasible, matches the well construction process, the shaft wall structure is less affected by the depth of the shaft 1, and is economical and reasonable.
[0025] Specifically, first pressure relief grouting composite holes 2 are provided on both sides of the vertical shaft 1 in the first direction to relieve pressure, so as to ensure that the stress on both sides of the vertical shaft 1 in the first direction can be roughly balanced. Second pressure relief grouting composite holes 3 are provided on both sides of the vertical shaft 1 in the second direction to relieve pressure, so as to ensure that the stress on both sides of the vertical shaft 1 in the second direction can be roughly balanced, thereby reducing the overall stress level of the vertical shaft 1 in the circumferential direction.
[0026] In some embodiments, the first pressure relief grouting composite hole 2 and the second pressure relief grouting composite hole 3 both have the function of advanced water exploration, so as to expose the aquifer in advance and implement water control first. Moreover, it can be understood that the first pressure relief grouting composite hole 2 and the second pressure relief grouting composite hole 3 should be implemented based on the measurement results of the ground stress, and should be arranged based on the differentiation of the ground stress direction, so as to better solve the requirements of ultra-deep vertical shafts above 1500m for adapting to the formation.
[0027] In some embodiments, the first direction is a maximum principal stress direction, and the second direction is a minimum principal stress direction.
[0028] Specifically, a first pressure relief grouting composite hole 2 is arranged in the direction of maximum principal stress to relieve pressure in the direction of maximum principal stress and reduce the stress in the direction of maximum principal stress of the vertical shaft 1. A second pressure relief grouting composite hole 3 is arranged in the direction of minimum principal stress to relieve pressure in the direction of minimum principal stress and reduce the stress in the direction of minimum principal stress of the vertical shaft 1, thereby reducing the overall stress level of the circumferential direction of the vertical shaft 1 and effectively avoiding stress rock burst or rock mass crushing and large deformation.
[0029] In some embodiments, the pressure relief structure adapted to the ultra-deep vertical shaft also includes a lining shaft wall 5, which is arranged in the vertical shaft shaft 1 to support the vertical shaft shaft 1, thereby strengthening the structural strength of the ultra-deep vertical shaft and improving the bearing capacity of the ultra-deep vertical shaft.
[0030] In some embodiments, in the second direction, each side of the vertical shaft 1 has at least two second pressure relief grouting composite holes 3 arranged at intervals along the second direction, which further reduces the stress on the vertical shaft 1 in the direction of minimum principal stress.
[0031] In some embodiments, the second pressure relief grouting composite hole 3 extends along the extension direction of the vertical shaft 1, and the lower end of the second pressure relief grouting composite hole 3 is inclined in the direction away from the vertical shaft 1, so as to improve the support force of the grouting body formed in the second pressure relief grouting composite hole 3 on the vertical shaft 1, and ensure the stability of the structure of the vertical shaft 1. Specifically, the distance between the lower end of the second pressure relief grouting composite hole 3 and the vertical shaft 1 in the second direction is greater than 2m.
[0032] In some embodiments, there are at least two second pressure relief grouting composite holes 3 and they are divided into at least two groups. At least two groups of second pressure relief grouting composite holes 3 are arranged at intervals along the extension direction of the vertical shaft 1. Each group of second pressure relief grouting composite holes 3 includes at least two second pressure relief grouting composite holes 3. At least two second pressure relief grouting composite holes 3 in each group are respectively arranged on both sides of the vertical shaft 1 along the second direction.
[0033] There are multiple anchors 4, and the multiple anchors 4 are divided into multiple groups. The multiple groups of anchors 4 are arranged at intervals along the extension direction of the vertical shaft 1. Each group of anchors 4 includes multiple anchors 4, and the multiple anchors 4 in each group are arranged at intervals along the circumferential direction of the vertical shaft 1. The anchors 4 are arranged in the grouting holes, and the extension direction of the grouting holes is orthogonal to the extension direction of the vertical shaft 1. The anchors 4 can be grouted into the grouting holes.
[0034] Specifically, the anchor 4 has the reinforcement and support function of the anchor rod to enhance the stability along the periphery of the vertical shaft 1. Grouting can also be performed into the grouting hole through the anchor 4, and secondary grouting can be performed at the end of the grouting hole.
[0035] Specifically, before the vertical shaft 1 space enters the high rock burst tendency or high stress and large deformation formation, the first pressure relief grouting composite hole 2 and the second pressure relief grouting composite hole 3 are set in advance, and the forward end of the first pressure relief grouting composite hole 2 and the forward end of the second pressure relief grouting composite hole 3 are both ahead of the excavation working surface of the vertical shaft 1, and the advance distance is greater than or equal to 60m. After the first pressure relief grouting composite hole 2 and the second pressure relief grouting composite hole 3 are all drilled and the pressure relief is completed, grouting is injected into the first pressure relief grouting composite hole 2 and the second pressure relief grouting composite hole 3 to form a grouting body in the first pressure relief grouting composite hole 2 and the second pressure relief grouting composite hole 3 and seal the hole. In this process, when the aquifer is exposed, water control is required first, and then pressure relief is performed.
[0036] After the pressure relief is achieved, the excavation of the vertical shaft 1 is started. After the vertical shaft 1 is excavated and the slag is discharged, the anchor injection parts 4 are set to support and reinforce the vertical shaft 1. Then, the lining wall 5 is set in the vertical shaft 1. After the lining wall 5 is completed, grouting is injected into the grouting hole through the anchor injection parts 4 to further improve the bearing capacity of the surrounding rock and seal the water behind the wall, thereby ensuring the structural strength of the vertical shaft 1 and improving the bearing capacity of the vertical shaft 1.
[0037] After completing the above operations, a new excavation working face is formed at the lower end of the vertical shaft 1, and then the first pressure relief grouting composite hole 2 and the second pressure relief grouting composite hole 3 are set in advance at the new excavation working face. Thus, a plurality of groups of first pressure relief grouting composite holes 2, a plurality of groups of second pressure relief grouting composite holes 3 and a plurality of groups of anchors 4 arranged at intervals can be formed in the extension direction of the vertical shaft 1.
[0038] In some embodiments, the lower end of the second pressure relief grouting composite hole 3 located above is spaced apart from the upper end of the adjacent second pressure relief grouting composite hole 3 located below, and overlaps on the projection surface in the second direction, and the length of the overlapping part in the extension direction of the vertical shaft 1 is greater than or equal to 20m.
[0039] Specifically, the upper end of the second pressure relief grouting composite hole 3 located below is closer to the vertical shaft 1 than the lower end of the adjacent second pressure relief grouting composite hole 3 located above. Therefore, overlapping arrangement of adjacent second pressure relief grouting composite holes 3 in the extension direction of the vertical shaft 1 can effectively relieve pressure and ensure the stability and pressure bearing capacity of the overall structure of the vertical shaft 1.
[0040] In some embodiments, in the first direction, each side of the vertical shaft 1 has at least two first pressure relief grouting composite holes 3 arranged at intervals along the second direction, which further reduces the stress on the vertical shaft 1 in the direction of the maximum principal stress.
[0041] In some embodiments, the extension direction of the first pressure relief grouting composite hole 2 is parallel to the extension direction of the vertical shaft 1, so as to better reduce the stress on the vertical shaft 1 in the direction of the maximum principal stress.
[0042] In the description of the present invention, it is to be understood that the terms “center”, “longitudinal”, “lateral”, “length”, “width”, “thickness”, “up”, “down”, “front”, “back”, “left”, “right”, “vertical”, “horizontal”, “top”, “bottom”, “inside”, “outside”, “clockwise”, “counterclockwise”, “axial”, “radial”, “circumferential”, etc., indicating orientations or positional relationships based on the orientations or positional relationships shown in the accompanying drawings, are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the referred device or element must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be understood as limiting the present invention.
[0043] In addition, the terms "first" and "second" are used for descriptive purposes only and should not be understood as indicating or implying relative importance or implicitly indicating the number of the indicated technical features. Therefore, the features defined as "first" and "second" may explicitly or implicitly include at least one of the features. In the description of the present invention, the meaning of "plurality" is at least two, such as two, three, etc., unless otherwise clearly and specifically defined.
[0044] In the present invention, unless otherwise clearly specified and limited, the terms "installed", "connected", "connected", "fixed" and the like should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral one; it can be a mechanical connection, an electrical connection, or communication with each other; it can be a direct connection, or an indirect connection through an intermediate medium, it can be the internal connection of two elements or the interaction relationship between two elements, unless otherwise clearly defined. For ordinary technicians in this field, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.
[0045] In the present invention, unless otherwise clearly specified and limited, a first feature being "above" or "below" a second feature may mean that the first and second features are in direct contact, or the first and second features are in indirect contact through an intermediate medium. Moreover, a first feature being "above", "above" or "above" a second feature may mean that the first feature is directly above or obliquely above the second feature, or simply means that the first feature is higher in level than the second feature. A first feature being "below", "below" or "below" a second feature may mean that the first feature is directly below or obliquely below the second feature, or simply means that the first feature is lower in level than the second feature.
[0046] In the present invention, the terms "one embodiment", "some embodiments", "examples", "specific examples", or "some examples" etc. mean that the specific features, structures, materials or characteristics described in conjunction with the embodiment or example are included in at least one embodiment or example of the present invention. In this specification, the schematic representations of the above terms do not necessarily refer to the same embodiment or example. Moreover, the described specific features, structures, materials or characteristics may be combined in any one or more embodiments or examples in a suitable manner. In addition, those skilled in the art may combine and combine the different embodiments or examples described in this specification and the features of the different embodiments or examples, without contradiction.
[0047] Although the above embodiments have been shown and described, it is to be understood that the above embodiments are exemplary and are not to be construed as limitations on the present invention. Changes, modifications, substitutions and variations of the above embodiments by those of ordinary skill in the art are all within the scope of protection of the present invention.
Claims
1. A pressure relief structure adapted for ultra-deep shafts, characterized in that: include: Vertical shaft (1); A first pressure relief grouting composite hole (2), the first pressure relief grouting composite hole (2) being arranged on at least one side of the vertical shaft (1) in a first direction; A second pressure relief grouting composite hole (3), the second pressure relief grouting composite hole (3) being arranged on at least one side of the vertical shaft (1) in a second direction, the second direction being orthogonal to the first direction; An anchor (4), one end of the anchor (4) is arranged on the inner wall surface of the vertical shaft (1), and the other end of the anchor (4) extends in a direction away from the vertical shaft (1).
2. The pressure relief structure adapted for ultra-deep shafts according to claim 1, characterized in that: The first direction is the maximum principal stress direction, and the second direction is the minimum principal stress direction.
3. The pressure relief structure adapted for ultra-deep shafts according to claim 1, characterized in that: It also comprises a lining shaft wall (5), wherein the lining shaft wall (5) is arranged in the vertical shaft shaft (1) to support the vertical shaft shaft (1).
4. The pressure relief structure adapted for ultra-deep shafts according to claim 1, characterized in that: In the second direction, each side of the vertical shaft (1) has at least two second pressure relief grouting composite holes (3) arranged at intervals along the second direction.
5. The pressure relief structure adapted for ultra-deep shaft according to claim 1, characterized in that: The second pressure relief grouting composite hole (3) extends along the extension direction of the vertical shaft (1), and the lower end of the second pressure relief grouting composite hole (3) is inclined in a direction away from the vertical shaft (1).
6. The pressure relief structure adapted for ultra-deep shaft according to claim 1, characterized in that: The number of the second pressure relief grouting composite holes (3) is at least two and they are divided into at least two groups. The at least two groups of the second pressure relief grouting composite holes (3) are arranged at intervals along the extension direction of the vertical shaft (1). Each group of the second pressure relief grouting composite holes (3) includes at least two second pressure relief grouting composite holes (3). The at least two second pressure relief grouting composite holes (3) in each group are respectively arranged on both sides of the vertical shaft (1) along the second direction.
7. The pressure relief structure adapted for ultra-deep shafts according to claim 6, characterized in that: The lower end of the second pressure relief grouting composite hole (3) located above is spaced apart from the upper end of the second pressure relief grouting composite hole (3) adjacent to and located below, and overlaps on the projection surface in the second direction, and the length of the overlapping portion in the extension direction of the vertical shaft (1) is greater than or equal to 20m.
8. The pressure relief structure adapted for ultra-deep shafts according to claim 1, characterized in that: In the first direction, each side of the vertical shaft (1) has at least two first pressure relief grouting composite holes (2) arranged at intervals along the second direction.
9. The pressure relief structure adapted for ultra-deep shaft according to claim 1, characterized in that: The extension direction of the first pressure relief grouting composite hole (2) is parallel to the extension direction of the vertical shaft (1).
10. The pressure relief structure adapted for ultra-deep shaft according to claim 1, characterized in that: There are a plurality of anchoring members (4), and the plurality of anchoring members (4) are divided into a plurality of groups. The plurality of groups of anchoring members (4) are arranged at intervals along the extension direction of the vertical shaft (1). Each group of anchoring members (4) comprises a plurality of anchoring members (4). The plurality of anchoring members (4) in each group are arranged at intervals along the circumference of the vertical shaft (1). The anchoring members (4) are arranged in grouting holes. The extension direction of the grouting holes is orthogonal to the extension direction of the vertical shaft (1). The anchoring members (4) can be grouted into the grouting holes.