CN114352285A - Construction method of large-section raise construction chamber - Google Patents
Construction method of large-section raise construction chamber Download PDFInfo
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- CN114352285A CN114352285A CN202111441238.4A CN202111441238A CN114352285A CN 114352285 A CN114352285 A CN 114352285A CN 202111441238 A CN202111441238 A CN 202111441238A CN 114352285 A CN114352285 A CN 114352285A
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- 238000010276 construction Methods 0.000 title claims abstract description 164
- 238000000034 method Methods 0.000 claims abstract description 29
- 230000005641 tunneling Effects 0.000 claims abstract description 29
- 229910000831 Steel Inorganic materials 0.000 claims description 31
- 239000010959 steel Substances 0.000 claims description 31
- 238000009412 basement excavation Methods 0.000 claims description 30
- 239000002893 slag Substances 0.000 claims description 3
- 239000002689 soil Substances 0.000 claims description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 2
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- 238000006073 displacement reaction Methods 0.000 abstract description 40
- 238000010586 diagram Methods 0.000 description 17
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- 230000006378 damage Effects 0.000 description 16
- 238000009826 distribution Methods 0.000 description 15
- 239000003245 coal Substances 0.000 description 10
- 238000004458 analytical method Methods 0.000 description 5
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- 239000004568 cement Substances 0.000 description 3
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- 238000010008 shearing Methods 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 238000009423 ventilation Methods 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005422 blasting Methods 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 230000003247 decreasing effect Effects 0.000 description 1
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Abstract
The invention discloses a construction method of a large-section raise construction chamber, which comprises the following steps: determining an auxiliary roadway construction point; and B: completing an auxiliary roadway by tunneling construction; and C: at a large-section chamber construction point, tunneling downwards according to an arch radian preset at the top of the large-section chamber to be excavated, and supporting after construction is finished to obtain a conventional section chamber; step D: continuing tunneling according to the preset arch shape and size of the large-section chamber to be excavated; supporting after construction is finished; step E: according to the design size of the large-section chamber to be excavated, dividing the side wall part of the large-section chamber to be excavated into a plurality of construction layers to be excavated layer by layer, supporting after each layer is excavated, excavating the next layer after the supporting is finished, and finishing the construction of the large-section chamber after the last layer is supported. The invention solves the problems of serious deformation of the surrounding rock of the large-section chamber for the raise construction, poor stability of the top plate rock stratum, large vertical displacement of the top plate surrounding rock in the service process and the like.
Description
Technical Field
The invention relates to the technical field of large-section chamber construction. In particular to a construction method of a large-section raise construction chamber.
Background
At present, with the continuous expansion of the diameter of the raise-boring engineering, the raise-boring rig equipment tends to be large-sized. Therefore, the requirement for the large-section construction chamber is increased no matter the construction space of the shaft or the installation space of the equipment. But part of the roof rock stratum of the large-section chamber is a weak rock stratum, the whole strength is low, and the roof rock is easily influenced by excavation disturbance under the action of ground stress, and cracks in the rock mass develop to cause the roof surrounding rock to be broken; and the large-section chamber has large excavation space, surrounding rocks are greatly disturbed, and a roof rock layer of the large-section chamber is positioned in a plastic area formed by vertical shaft excavation, so that the vertical displacement of the roof of the large-section chamber is far larger than that of the chamber with the conventional section. At present, large-section construction and support are always difficult points of mine development and excavation, when a blasting excavation construction method is used, the efficiency is low, the requirement on the design of roadway support is high, particularly when a roof rock stratum of a large-section chamber is unstable, the construction difficulty is higher, and roof surrounding rocks of the large-section chamber are seriously deformed and damaged in the service process. The method has great significance for better controlling the stability of the surrounding rock of the large-section chamber and searching a new method for constructing the large-section chamber.
Disclosure of Invention
Therefore, the technical problem to be solved by the invention is to provide a construction method of a large-section raise construction chamber, and the construction method adopts construction processes of graded excavation and graded supporting to solve the problems of serious deformation of surrounding rocks of the large-section chamber for the current raise construction, poor stability of a top plate rock stratum, large vertical displacement of the top plate surrounding rocks in the service process and the like.
In order to solve the technical problems, the invention provides the following technical scheme:
the construction method of the large-section raise construction chamber comprises the following steps:
step A: determining an auxiliary roadway construction point in one roadway adjacent to the large-section chamber to be excavated according to the position of the preset large-section chamber to be excavated;
and B: the auxiliary tunnel construction point is along predetermineeing the bottom plate of waiting to excavate large cross section chamber bottom is upwards tunneled, the tunnelling to with wait to excavate when large cross section chamber summit is on same water flat line, change the tunnelling direction: tunneling construction is carried out to the top position of the large-section chamber to be excavated along the horizontal direction; after the construction is finished, supporting to obtain an auxiliary roadway;
and C: taking the auxiliary roadway at the top of the large-section chamber to be excavated as a large-section chamber construction point; at the construction point of the large-section chamber, tunneling downwards according to an arch radian preset at the top of the large-section chamber to be excavated, and supporting after construction is finished to obtain a conventional section chamber; the width of the conventional section chamber is smaller than that of the large-section chamber to be excavated, and the height of the conventional section chamber is smaller than or equal to the arch height of the large-section chamber to be excavated;
step D: continuing to dig according to the preset arch shape and size of the large-section chamber to be dug, wherein a tunneling area comprises an area from two sides of the conventional section chamber to the preset top and two side edges of the large-section chamber to be dug, and the lower boundary of the tunneling area and the bottom of the conventional section chamber are on the same horizontal plane; supporting after construction is finished;
step E: and according to the design size of the large-section chamber to be excavated, dividing two side parts of the large-section chamber to be excavated into two or more construction layers from top to bottom, and excavating downwards in a layered mode, wherein each layer of construction layer is supported after excavation is finished, the next layer of construction layer is excavated after the support is finished, and the construction of the large-section chamber is finished after the last layer of support is finished.
In the step C, the width of the conventional section chamber is equal to 1/2 of the width of the large section chamber to be excavated; and the height of the conventional section chamber is equal to the arch height of the large-section chamber to be excavated.
In the step E, dividing the two sides of the large-section chamber to be excavated into 3 construction layers of a first step, a second step and a third step for downward excavation; and after the first step is tunneled, continuing tunneling to the auxiliary roadway to enable the first step to be communicated with the auxiliary roadway, so that the slag soil generated in the construction process can be conveniently transported out of the auxiliary roadway.
In the step C, when the conventional cross-section chamber is supported, the top and two sides of the conventional cross-section chamber are supported by round steel anchor rods with the diameter of 16mm multiplied by 2000mm, and the spacing of the round steel anchor rods is 1100mm multiplied by 1000 mm.
In the step C, the top of the chamber with the conventional section is reinforced and supported by using anchor cables with the diameter of 21.6mm multiplied by 6500mm, and the row spacing of the anchor cables is 2000 mm; the anchor cables and the round steel anchor rods are arranged in a staggered mode.
According to the construction method of the large-section raise construction chamber, when the large-section chamber is supported, anchor rods are adopted to support the top and two sides of the large-section chamber, the row spacing between the anchor rods at the top of the large-section chamber is 1000mm multiplied by 1000mm, and two adjacent anchor rods are connected by a steel bar ladder beam welded by round steel with the diameter of 14 mm; the row spacing between the anchor rods on the two sides of the large-section chamber is 800mm multiplied by 1000mm, and the anchor rods are perpendicular to the two sides of the large-section chamber.
According to the construction method of the large-section raise construction chamber, the top of the large-section chamber is reinforced and supported by the anchor cables with the diameter of 21.6mm multiplied by 8000mm, and the distance between the anchor cables is 2000 mm.
In the construction method of the large-section raise construction chamber, the anchor rods used at the top of the large-section chamber and two sides of the large-section chamber are phi 20mm multiplied by 2500mm left-handed thread steel anchor rods.
According to the construction method of the large-section raise construction chamber, when the conventional section chamber is supported, the top and two sides of the conventional section chamber are supported by using round steel anchor rods with the diameter of 16mm multiplied by 2000mm, and the row spacing between the round steel anchor rods is 1100mm multiplied by 1000 mm;
in the step C, the top of the chamber with the conventional section is reinforced and supported by using anchor cables with the diameter of 21.6mm multiplied by 6500mm, and the row spacing between the anchor cables is 2000 mm; the anchor cables and the round steel anchor rods are arranged in a staggered manner;
when the large-section chamber is supported, the top and two sides of the large-section chamber are supported by anchor rods, the pitch of the anchor rods at the top of the large-section chamber is 1000mm multiplied by 1000mm, and two adjacent anchor rods are connected by a steel bar ladder beam welded by round steel with the diameter of 14 mm; the row spacing between the anchor rods on two sides of the large-section chamber is 800mm multiplied by 1000mm, and the anchor rods are perpendicular to the two sides of the large-section chamber;
the top of the large-section underground chamber is reinforced and supported by anchor cables with the diameter of 21.6mm multiplied by 8000mm, and the distance between the anchor cables is 2000 mm;
the anchor rods used at the top of the large-section chamber and the two sides of the large-section chamber are phi 20mm multiplied by 2500mm left-handed thread steel anchor rods.
In the step B, in the process of upward tunneling of the auxiliary roadway, the tunneling direction is adjusted according to the target position of the large-section chamber to be excavated.
The technical scheme of the invention achieves the following beneficial technical effects:
(1) the invention provides a construction method of a large-section raise construction chamber, which adopts construction processes of graded excavation and graded support and strengthens and supports the top of the large-section chamber, and solves the problems of serious deformation of surrounding rocks of the large-section chamber, poor stability of a top plate rock stratum, large vertical displacement of the surrounding rocks of the top plate in the service process and the like in the raise construction.
(2) When the large-section chamber is constructed, the construction auxiliary roadway is used for tunneling downwards from the top of the large-section chamber while supporting, the top of the large-section chamber is tunneled twice, a conventional section chamber is firstly constructed downwards from the top and is supported, and disturbance to a weak rock stratum with lower top plate strength when the large-section chamber is constructed is greatly reduced; and then constructing the rest part of the top arch of the large-section chamber according to the shape and the size of the top arch of the large-section chamber, and supporting, thereby effectively preventing the surrounding rock deformation caused by the overlarge hollow wall range of the chamber. According to the invention, two sides of the large-section chamber are tunneled in layers, and the tunneling construction of the next layer is carried out after the coal layer tunneling support is completed, so that the strength and the stability of the large-section chamber support are ensured.
(3) According to the construction auxiliary roadway, on one hand, the slag soil generated in the construction process of the large-section chamber is conveniently transported out, and on the other hand, the construction of the large-section chamber can be realized to tunnel downwards from the top, so that the disturbance of the construction tunnel to the top rock stratum of the large-section chamber is effectively reduced, the damage to the top rock stratum is reduced, the stability of the top plate of the large-section chamber is ensured, and the vertical displacement of the top plate of the large-section chamber is reduced. In addition, when the tunneling construction of the auxiliary tunnel is started, the existing tunnel adjacent to the large-section chamber can be selected as a starting point for tunneling, and the tunneling direction can be adjusted according to the target position of the large-section chamber to be excavated in the tunneling construction process, so that the engineering quantity is saved, and the construction efficiency is improved.
Drawings
FIG. 1a is a plan position relationship diagram of a coal hidden return air vertical shaft connection roadway in the embodiment of the invention;
FIG. 1b is a sectional view of a coal-hidden air-return vertical shaft connecting roadway in the embodiment of the invention;
FIG. 2 is a schematic representation of a three-dimensional model of a large cross section and a conventional cross section in an embodiment of the present invention;
FIG. 3 is a diagram showing the simulation result of the vertical displacement of the surrounding rock of the large-section chamber when the conventional construction method is adopted in the embodiment of the invention;
FIG. 4 is a diagram showing a result of simulation of vertical displacement of surrounding rock of a conventional cross-section chamber when a conventional construction method is adopted in the embodiment of the present invention;
FIG. 5 is a diagram showing a simulation result of horizontal displacement of a surrounding rock of a large-section chamber when a conventional construction method is adopted in the embodiment of the invention;
FIG. 6 is a diagram showing a result of simulation of horizontal displacement of surrounding rock of a conventional cross-section chamber when a conventional construction method is adopted in the embodiment of the present invention;
FIG. 7 is a plastic zone distribution diagram of a large-section chamber according to an embodiment of the present invention, where a conventional construction method is adopted;
FIG. 8 is a diagram illustrating a plastic zone distribution of a chamber with a conventional cross-section according to an embodiment of the present invention;
FIG. 9 is a diagram illustrating a vertical stress distribution of a large-section chamber according to an embodiment of the present invention, when a conventional construction method is adopted;
FIG. 10 is a diagram illustrating a vertical stress distribution of a chamber with a conventional cross-section according to an embodiment of the present invention;
figure 11 is a schematic illustration of a support scheme for a large cross-section chamber according to an embodiment of the present invention;
figure 12 is a schematic illustration of a support scheme for a conventional cross-section chamber according to an embodiment of the present invention;
FIG. 13 is a schematic diagram of a simulation of a support scheme for a large cross-section chamber and a conventional cross-section chamber in an embodiment of the invention;
FIG. 14 is a diagram showing a simulation result of vertical displacement of a surrounding rock of a large-section chamber when the construction method of the present invention is adopted in the embodiment of the present invention;
FIG. 15 is a diagram showing a result of simulation of vertical displacement of surrounding rocks of a conventional cross-section chamber when the construction method of the present invention is employed in the embodiment of the present invention;
FIG. 16 is a diagram showing a simulation result of horizontal displacement of a surrounding rock of a large-section chamber when the construction method of the present invention is adopted in the embodiment of the present invention;
FIG. 17 is a diagram showing a result of simulation of horizontal displacement of surrounding rocks of a conventional cross-section chamber when the construction method of the present invention is employed in the embodiment of the present invention;
FIG. 18 is a plastic zone distribution diagram of a large-section chamber according to an embodiment of the present invention, wherein the construction method is adopted;
FIG. 19 is a diagram showing a plastic zone distribution of a conventional cross-section chamber when the construction method of the present invention is used in the embodiment of the present invention.
The reference numbers in the figures denote: 1-a chamber of conventional cross section; 2-a tunneling area; 3-a first step; 4-a second step; 5-a third step; 6-coal return air main lane (3-1); 7-coal hidden air return vertical shaft connecting lane (3-1); 8-hidden air return vertical shaft; 9-coal main return airway (3-1); 10-air return vertical shaft; 11-main return main lane connection; anchor cable of 12-phi 21.6mm x 8000 mm; 13-phi 20mm multiplied by 2500mm left-handed thread steel anchor rod; 14-phi 20mm multiplied by 2500mm left-handed thread steel anchor rod; 15-phi 16mm multiplied by 2000mm round steel anchor rod; 16-phi 21.6mm multiplied by 6500mm anchor cable; 17-large cross section chamber.
Detailed Description
In the embodiment, a XXX mine secondary horizontal return air vertical shaft deepening section large-section raise construction chamber is used as a construction test point for testing the construction method; according to the method, simulation analysis is firstly carried out on the surrounding rock damage mechanism of the large-section chamber by using software, then construction is carried out by using the method of the embodiment, and after the construction is finished, the construction effect is simulated and analyzed by using the software.
1. Overview of the engineering
The XXX mine secondary horizontal return air vertical shaft deepening section large-section raise construction chamber is located at the intersection of a vertical shaft and a roadway, the roadway is large in section and complex in occurrence state, the number of times of excavation disturbance is large and strong, in addition, the design section is large, the structure is complex, the required service life is long, deformation and damage of the chamber seriously affect up-and-down transportation, pedestrians and ventilation of a mine, and safety, high yield and high-efficiency production of the mine are limited.
The upper part of the XXX mine secondary horizontal air return vertical shaft extension section is a 3-1 coal air return connection roadway, the lower part of the XXX mine secondary horizontal air return vertical shaft extension section is a 5-1 coal total air return roadway, the elevation of the extension depth is designed to be 1191.2m, the elevation of the shaft landing is designed to be 1113m, the total length is designed to be 78.2m, the tunneling section is circular with the diameter of 6m, and the full-section one-time raise tunneling is performed. The raise-shaft construction chamber is in the shape of a straight-wall semicircular arch, the large-section chamber is 7m high and 7m wide, the arch height is 3.5m, and the cross-sectional area of a roadway is about 43.73m2(ii) a The chamber with the conventional section has the height of 2.8m and the width of 3.5m, wherein the arch height is 1.75m, and the sectional area of the chamber is about 8.48m2. The top plate rock stratum of the raise pit is mainly sandy mudstone, and has low overall strength, poor stability, easy falling and easy crushing. The schematic layout of the raise construction chamber at the deepening section of the two-horizontal return air vertical shaft is shown in figure 1.
Analysis of surrounding rock failure mechanism of XXX mine large-section chamber
This embodiment is by FLAC3DSimulation software simulates and analyzes distribution characteristics of a displacement field, a stress field and a failure field in the excavation process of the raise construction chamber, and discloses a XXX mine large-section chamber surrounding rock deformation failure mechanism.
2.1 numerical model building and simulation scheme
And (3) building a three-dimensional numerical calculation model according to XXX mine actual geological conditions, as shown in figure 2. The X axis is the driving direction X of the reverse construction chamber which is 100m, the chamber is a straight wall semicircular arch, the lengths of the large-section chamber and the conventional-section chamber are respectively 40m and 25m, and the joint of the large-section chamber and the conventional-section chamber is 5 m; the Y axis is the coal seam inclined direction Y which is 100 m; the Z axis is vertical upwards Z is 100m, the height of the simulated return air vertical shaft is 78.2m, the bottom plate is 19.42m, 4685030 three-dimensional units are divided, and 797468 nodes are formed. The model level is bounded by 0 with the bottom edge. A load of 27.8MPa is applied to the top of the model to represent the overburden pressure, horizontal stresses are applied to the X direction and the Y direction of the model, and the lateral pressure coefficient is 1.3.
The coal-rock mass is defined as a Mohr-coulomb model, and the physical and mechanical parameters of the coal-rock mass required in the numerical simulation are shown in Table 1. The simulation program according to the actual construction process is as follows: calculating and balancing initial stress → excavating a conventional section chamber → excavating a large section chamber in a layered mode → excavating a return air vertical shaft.
TABLE 1 coal-rock physical-mechanical parameters
2.2 analysis of simulation results
The distribution cloud charts of vertical displacement and horizontal displacement of the raise construction chamber are respectively shown in fig. 3, fig. 4, fig. 5 and fig. 6.
1) Vertical displacement distribution characteristics: as can be seen from fig. 3 and 4, the vertical displacements of the large-section chamber and the conventional-section chamber are symmetrically distributed, and the maximum sinking amount occurs at the vertical center line of the chamber top plate, which is 1450mm and 505mm respectively, wherein the vertical displacement of the large-section chamber is 2.8 times of that of the conventional-section chamber. The vertical displacement distribution characteristics of the raise-reversing construction chamber are closely related to the size of the chamber, and the space formed in the excavation process of the large-section chamber is larger, so that the disturbance to the surrounding rock mass is larger, and the vertical displacement of the top plate of the large-section chamber is far larger than that of the chamber with the conventional section.
2) Horizontal displacement distribution characteristics. From fig. 5 and fig. 6, it can be seen that horizontal displacements of the top plate and two sides of the reverse well construction chamber are gradually reduced from shallow to deep, and the horizontal displacements of the top plate are symmetrically distributed along the vertical center line of the roadway and are in an extrusion state. The maximum horizontal displacement of the large-section chamber and the chamber with the conventional section occurs at a certain distance from the top plate of the chamber, and is 189mm and 23mm respectively. The reason for this phenomenon is that the lithology of the roof strata is influenced by the superposition of the vertical shaft excavation, the roof is a weak stratum, the strength is lower, in addition, the vertical shaft excavation is carried out, the roof strata is disturbed, the cracks develop, the rock mass is more broken, and the vertical shaft excavation space provides a horizontal movement space for the movement of the roof strata. The same is true of the horizontal displacement of the conventional cross-section chamber, which is provided with a horizontal movement space by the large cross-section chamber. Therefore, in the supporting design process, the adaptability of the chamber top plate to horizontal movement needs to be improved particularly, and the top plate is prevented from being damaged by extrusion deformation.
The distribution of the surrounding rock destruction field and the vertical stress field of the raise construction chamber is shown in figures 7 to 10. As can be seen from the figure:
1) plastic zone distribution characteristics. As can be seen from fig. 7 and 8, the surrounding rock of the raise construction chamber is in a large-range shearing failure state, wherein the failure depth of the top plate of the large-section chamber is about 24m, and the failure depths of the two sides are 13.5 m; the conventional section chamber roof is about 7.3m in failure depth, the two sides are 4.5m in failure depth, part of the roof is in tensile failure, the top failure depth is large, and the roof needs to be reinforced and supported.
2) Vertical stress distribution characteristics. As can be seen from fig. 9 and 10, the floor of the reversing construction chamber and the shallow coal bodies on both sides are in a stress release state, and the average stress is about 1MPa, which indicates that the surrounding rocks of the shallow part around the chamber have been seriously damaged; for a large-section chamber, the stress shows a gradually increasing trend from the surface of the chamber wall, the peak stress is reached at a position 14m away from the surface of the roadway wall, the peak stress is 35MPa, and the stress concentration coefficient is 1.06; for a conventional section chamber, the stress also shows a gradually increasing trend, the peak stress is reached at a position 9m away from the surface of a roadway side, the peak stress is 40.6MPa, the stress concentration coefficient is 1.23, and in the support design, the plastic damage range of shallow coal needs to be controlled to ensure normal ventilation, pedestrians and transportation.
3. Principle and technology for controlling surrounding rock of chamber in raise construction
3.1 control principle of surrounding rock of underground chamber
The actual geological production conditions and the deformation and damage characteristics of the surrounding rock of the large-section chamber are integrated, and the XXX mine raise construction chamber surrounding rock deformation and damage process is analyzed as follows: the top plate rock stratum of the chamber for mine raise construction is a weak rock stratum, the strength is low, the top plate rock stratum is greatly influenced by disturbance, so that the top plate is obviously sunk and deformed, the vertical shaft excavation and the chamber size are changed, a moving space is provided for the horizontal movement of the top plate rock stratum of the chamber, the top of the chamber is obviously horizontally displaced, and the chamber is extruded towards the vertical central line of the chamber. Secondly, a large-section of the reversing construction chamber has a large space in the excavation process due to the large size of the large-section, so that the vertical displacement of a top plate is far larger than that of the chamber with the conventional section; the reverse construction of the vertical shaft provides sufficient space for the horizontal movement of the roof rock layer of the large-section chamber, so that the horizontal displacement of the vertical shaft is also larger than that of the conventional section chamber.
Based on the theoretical analysis and numerical simulation results, in order to ensure the safe and stable service of the reverse well construction chamber at the deepening section of the two-level air return vertical well during the production service, the key for ensuring the stability of the surrounding rock for reverse well construction preparation is to reduce the disturbance to the top plate rock stratum during construction, strengthen the support of the top plate, control the subsidence and adapt to the horizontal extrusion deformation of the top plate.
3.2 raise construction chamber surrounding rock control technology
In order to better control the stability of the surrounding rock of the large-section chamber, the large-section raise construction chamber adopts graded excavation and graded support, the chamber with the conventional section is formed at one time, and the field concrete implementation process is as follows: conventional section chamber excavation → conventional section chamber support → large section chamber excavation layer 1 → large section chamber support layer 1 → large section chamber excavation layer 2 → large section chamber support layer 2 → large section chamber excavation layer 3 → large section chamber support layer 3. The method specifically comprises the following steps:
step A: determining an auxiliary roadway construction point in one roadway close to the large-section chamber to be excavated according to the preset position of the large-section chamber to be excavated;
and B: the auxiliary tunnel construction point firstly tunnels upwards along a preset bottom plate at the bottom of the large-section chamber to be excavated until the top of the large-section chamber to be excavated is on the same horizontal line, and the tunneling direction is changed: tunneling construction is carried out to the top position of the large-section chamber to be excavated along the horizontal direction; after the construction is finished, supporting to obtain an auxiliary roadway;
and C: taking the auxiliary roadway at the top of the large-section chamber to be excavated as a large-section chamber construction point; at the construction point of the large-section chamber, tunneling downwards according to an arch radian preset at the top of the large-section chamber to be excavated, and supporting after construction is finished to obtain a conventional section chamber 1; the width of the conventional section chamber 1 is equal to the width 1/2 of the large section chamber to be excavated, and the height of the conventional section chamber 1 is smaller than the arch height of the large section chamber to be excavated;
step D: continuing to dig according to the preset arch shape and size of the large-section chamber to be dug, wherein the digging area 2 comprises an area from two sides of the conventional section chamber to the preset top and two side edges of the large-section chamber to be dug, and the lower boundary of the digging area 2 and the bottom of the conventional section chamber are on the same horizontal plane; supporting after construction is finished;
step E: according to the design size of the large-section chamber to be excavated, dividing the side wall part of the large-section chamber to be excavated into three construction layers including a first step 3, a second step 4 and a third step 5, and excavating downwards in a layered mode (as shown in figure 11), wherein after each layer of excavation is finished, supporting is carried out, after the supporting is finished, the next layer of excavation is carried out, and after the last layer of supporting is finished, the construction of the large-section chamber is finished.
Based on the mine production geological conditions and the deformation and damage rule of surrounding rocks of the raise construction chamber, different supporting schemes are adopted for different section sections of the raise construction chamber, and the top plate of the chamber is intensively supported. The specific parameters are as follows: all the large-section chamber roof sides use phi 20mm multiplied by 2500mm left-handed screw steel anchor rods, the row spacing between roof anchor rods is 1000mm multiplied by 1000mm, 11 anchor rods are arranged in each row, the anchor rods are connected by phi 14mm round steel welded steel bar ladder beams, the roof is reinforced and supported by anchor cables, phi 21.6mm multiplied by 8000mm anchor cables are used, and the spacing is 2000 mm. The row spacing between the two anchor rods is 800mm multiplied by 1000mm, and each row of 4 anchor rods is arranged vertically to the two sides (see figure 11).
Round steel anchor rods with the diameter of 16mm multiplied by 2000mm are used for the upper walls of the chambers with the XXX mine conventional cross sections, and the spacing is 1100mm multiplied by 1000 mm; the top of the chamber is reinforced and supported by anchor cables with the diameter of 21.6mm multiplied by 6500mm, the row spacing is 2000mm, and the anchor rods are arranged in a staggered mode (see figure 12).
3.3 support plan numerical simulation results analysis
And (3) carrying out anchor rod (cable) support simulation according to the construction scheme, wherein a XXX mine raise shaft construction chamber anchor rod (cable) support simulation diagram is shown in figure 13. The anchor rod (cable) is simulated by adopting a built-in 'cable' structural unit in the FLAC, and the mechanical and geometric parameters of the anchor rod (cable) unit are shown in a table 2.
TABLE 2 Anchor rod (cable) structural unit mechanics and geometric parameters
Wherein, L is the length of the anchor rod (cable); d is the diameter of the anchor rod (cable); e is Young's modulus; pg is the perimeter of the outer ring of the cement paste; ft is tensile yield strength; cg is the bonding force of cement paste in unit length; kg is the shearing rigidity of cement paste in unit length;
the raise-reversing construction chamber supporting scheme simulates distribution cloud charts of vertical displacement and horizontal displacement, and is shown in figures 14 to 17.
As can be seen from fig. 14 and 15, under the supporting condition, the vertical displacement of the large-section chamber is 461mm, which is reduced by 989mm, about 68% compared with the non-supporting condition; the conventional cross-section chamber also has a decreasing trend, the decrease is 471mm, and is about 93%. As can be seen from FIGS. 16 and 17, the horizontal displacements of the ingate of the large section and the regular section are 41mm and 9.6mm, respectively, and are reduced by 148mm and 13.4mm, respectively. The anchor rods (cables) of the top plate of the chamber are arranged in a staggered mode and form a bearing arch structure under the combined action of the anchor rods and the shallow surrounding rock of the top plate, so that the strength of the surrounding rock of the top plate is improved, and the vertical displacement and the horizontal displacement of the surrounding rock of the top plate are effectively reduced.
The raise construction chamber support scheme simulates the plastic zone as shown in figures 18 and 19. As can be seen from the figure, the surrounding rock of the chamber with the large section and the conventional section under the supporting condition is in a shear failure state, and compared with the surrounding rock without the supporting condition, the shear failure range is reduced. The damage depths of the chamber top plate with the large section and the conventional section are respectively 10m and 5.6m, the damage depths are reduced by 14m and 1.7m in a same ratio, the damage depths of the two sides are respectively 7.4m and 3.7m, and the damage depths are reduced by 6.1m and 0.8m in a same ratio. The anchor rod (cable) provides compressive stress for the top plate and the shallow surrounding rocks of the two sides by anchoring with the complete surrounding rocks of the deep part, thereby improving the strength of the surrounding rocks, enhancing the stability, controlling the deformation and the damage of the surrounding rocks, limiting the damage and the expansion of the surrounding rocks of the deep part and reducing the range of a plastic zone.
3.4 surrounding rock control Effect
And in the actual tunneling process of the XXX mine secondary horizontal return air vertical shaft deepening section raise shaft construction chamber, the construction method and the support scheme are combined for use. After the chamber is tunneled for a period of time, the deformation of the top plate and the two sides of the chamber with the conventional section gradually tends to be stable, and the deformation of the top plate and the bottom plate of the chamber is basically controlled within 1 mm/d; the accumulated sinking value of the top plate of the large-section chamber is 132mm, the accumulated value of the relative displacement of the two sides is 74mm, the bottom plate has no obvious swelling phenomenon and is in a controllable range, and the surrounding rock control effect of the chamber construction of the hogging construction at the XXX mine two-level air return vertical shaft deepening section can be seen to be good.
4. Conclusion
1) The rock stratum of the top plate of the chamber for the back-up construction of the XXX mine secondary horizontal return air vertical shaft deepening section is softer and low in strength, and is a main influence factor for causing deformation and damage of surrounding rocks of the chamber, and the vertical shaft excavation and the size change of the chamber are also important factors for influencing the deformation and damage of the chamber.
2) The maximum vertical displacement of the raise construction chamber occurs at the top plate, the vertical displacement of the chamber with the large section and the normal section is 1450mm and 505mm respectively, the excavation space of the chamber with the large section is large, the surrounding rock is greatly disturbed, and the top plate rock stratum of the chamber is in a plastic area formed by the vertical shaft excavation, so the vertical displacement of the top plate of the chamber with the large section is far larger than that of the chamber with the normal section.
3) The maximum horizontal displacement of the raise construction chamber occurs at a distance from the top plate and is in a state of extruding towards the vertical central line of the chamber, because the rock layer of the top plate is weak, and horizontal movement space is provided for the top plate due to the height change of the vertical shaft excavation and the raise construction chamber.
4) The key of the control of the surrounding rock stability of the raise-shaft construction chamber lies in strengthening the control of the surrounding rock of the top plate and reducing the disturbance to the surrounding rock of the top plate in the construction process, and corresponding support design schemes and construction procedures are provided according to different chamber section sizes, so that the bearing capacity of the surrounding rock of the large-section raise-shaft construction chamber can be effectively improved.
5) By adopting the construction process of graded excavation and graded supporting and reinforcing the top of the large-section chamber, the problems of serious deformation of the large-section chamber surrounding rock, poor stability of a top plate rock stratum, large vertical displacement of the top plate surrounding rock in the service process and the like for the raise construction can be effectively solved.
Claims (10)
1. The construction method of the large-section raise construction chamber is characterized by comprising the following steps:
step A: determining an auxiliary roadway construction point in one roadway adjacent to the large-section chamber to be excavated according to the position of the preset large-section chamber to be excavated;
and B: the auxiliary tunnel construction point is along predetermineeing the bottom plate of waiting to excavate large cross section chamber bottom is upwards tunneled, the tunnelling to with wait to excavate when large cross section chamber summit is on same water flat line, change the tunnelling direction: tunneling construction is carried out to the top position of the large-section chamber to be excavated along the horizontal direction; after the construction is finished, supporting to obtain an auxiliary roadway;
and C: taking the auxiliary roadway at the top of the large-section chamber to be excavated as a large-section chamber construction point; at the construction point of the large-section chamber, tunneling downwards according to an arch radian preset at the top of the large-section chamber to be excavated, and supporting after construction is finished to obtain a conventional section chamber (1); the width of the conventional section chamber (1) is smaller than that of the large-section chamber to be excavated, and the height of the conventional section chamber (1) is smaller than or equal to the arch height of the large-section chamber to be excavated;
step D: continuing to dig according to the preset arch shape and size of the large-section chamber to be dug, wherein the tunneling area (2) comprises an area from two sides of the conventional section chamber to the preset top of the large-section chamber to be dug and an area between two side edges, and the lower boundary of the tunneling area (2) and the bottom of the conventional section chamber are on the same horizontal plane; supporting after construction is finished;
step E: and according to the design size of the large-section chamber to be excavated, dividing two side parts of the large-section chamber to be excavated into two or more construction layers from top to bottom, and excavating downwards in a layered mode, wherein each layer of construction layer is supported after excavation is finished, the next layer of construction layer is excavated after the support is finished, and the construction of the large-section chamber is finished after the last layer of support is finished.
2. The method as claimed in claim 1, wherein in step C, the width of said conventional section chamber is equal to 1/2 of the width of said large section chamber to be excavated; and the height of the conventional section chamber is equal to the arch height of the large-section chamber to be excavated.
3. The construction method of the large-section raise construction chamber according to claim 1, characterized in that, in step E, the two side parts of the large-section chamber to be excavated are divided into 3 construction layers of a first step (3), a second step (4) and a third step (5); and after the first step (3) is tunneled, continuing tunneling to the auxiliary roadway to enable the first step (3) to be communicated with the auxiliary roadway, so that the slag soil generated in the construction process can be conveniently transported out of the auxiliary roadway.
4. The construction method of the large-section raise construction chamber according to claim 1, wherein in step C, when the conventional-section chamber (1) is supported, the top and both sides of the conventional-section chamber (1) are supported by round steel bolts with diameter of 16mm x 2000mm, and the row pitch of the round steel bolts is 1100mm x 1000 mm.
5. The construction method of the large-section raise construction chamber according to claim 4, characterized in that in step C, the top of the conventional-section chamber (1) is reinforced and supported by using anchor cables with diameter of 21.6mm x 6500mm, and the row spacing of the anchor cables is 2000 mm; the anchor cables and the round steel anchor rods are arranged in a staggered mode.
6. The construction method of the large-section raise construction chamber according to claim 1, wherein in the supporting of the large-section chamber, the top and two sides of the large-section chamber are supported by using anchor rods, the row spacing between the anchor rods at the top of the large-section chamber is 1000mm x 1000mm, and two adjacent anchor rods are connected by using a steel bar ladder beam welded by round steel with the diameter of 14 mm; the row spacing between the anchor rods on the two sides of the large-section chamber is 800mm multiplied by 1000mm, and the anchor rods are perpendicular to the two sides of the large-section chamber.
7. The construction method of the large-section raise construction chamber according to claim 6, wherein the top of the large-section chamber is reinforced and supported by anchor cables with the diameter of 21.6mm x 8000mm, and the distance between the anchor cables is 2000 mm.
8. The method as claimed in claim 7, wherein said bolts used in the top of said large-section chamber and in both sides of said large-section chamber are phi 20mm x 2500mm left-handed thread steel bolts.
9. The construction method of the large-section raise-shaft construction chamber according to claim 1, characterized in that, when the conventional-section chamber (1) is supported, the top and two sides of the conventional-section chamber (1) are supported by using round steel bolts with diameter of 16mm x 2000mm, and the row pitch of the round steel bolts is 1100mm x 1000 mm;
in the step C, the top of the chamber (1) with the conventional section is reinforced and supported by using anchor cables with the diameter of 21.6mm multiplied by 6500mm, and the row spacing of the anchor cables is 2000 mm; the anchor cables and the round steel anchor rods are arranged in a staggered manner;
when the large-section chamber is supported, the top and two sides of the large-section chamber are supported by anchor rods, the pitch of the anchor rods at the top of the large-section chamber is 1000mm multiplied by 1000mm, and two adjacent anchor rods are connected by a steel bar ladder beam welded by round steel with the diameter of 14 mm; the row spacing between the anchor rods on two sides of the large-section chamber is 800mm multiplied by 1000mm, and the anchor rods are perpendicular to the two sides of the large-section chamber;
the top of the large-section underground chamber is reinforced and supported by anchor cables with the diameter of 21.6mm multiplied by 8000mm, and the distance between the anchor cables is 2000 mm;
the anchor rods used at the top of the large-section chamber and the two sides of the large-section chamber are phi 20mm multiplied by 2500mm left-handed thread steel anchor rods.
10. The construction method of the large-section raise construction chamber according to claim 1, wherein in the step B, the heading direction is adjusted according to the target position of the large-section chamber to be excavated during the upward heading of the auxiliary roadway.
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| CN202111441238.4A CN114352285B (en) | 2021-11-30 | Construction method of large-section reverse well construction chamber |
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| CN202111441238.4A CN114352285B (en) | 2021-11-30 | Construction method of large-section reverse well construction chamber |
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