CN112483121B - Anti-loosening supporting method for columnar joint surrounding rock of underground cavern - Google Patents
Anti-loosening supporting method for columnar joint surrounding rock of underground cavern Download PDFInfo
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- CN112483121B CN112483121B CN202011255739.9A CN202011255739A CN112483121B CN 112483121 B CN112483121 B CN 112483121B CN 202011255739 A CN202011255739 A CN 202011255739A CN 112483121 B CN112483121 B CN 112483121B
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- 239000011435 rock Substances 0.000 title claims abstract description 126
- 238000000034 method Methods 0.000 title claims abstract description 26
- 230000008093 supporting effect Effects 0.000 title claims abstract description 16
- 238000009412 basement excavation Methods 0.000 claims abstract description 59
- 238000007789 sealing Methods 0.000 claims abstract description 10
- 238000012360 testing method Methods 0.000 claims abstract description 10
- 230000032683 aging Effects 0.000 claims abstract description 8
- 238000004364 calculation method Methods 0.000 claims abstract description 8
- 238000011835 investigation Methods 0.000 claims abstract description 8
- 238000005553 drilling Methods 0.000 claims abstract description 7
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 7
- 239000011378 shotcrete Substances 0.000 claims abstract description 4
- 238000004088 simulation Methods 0.000 claims abstract description 4
- 230000035882 stress Effects 0.000 claims description 14
- 238000007596 consolidation process Methods 0.000 claims description 8
- 238000013461 design Methods 0.000 claims description 8
- 230000006835 compression Effects 0.000 claims description 6
- 238000007906 compression Methods 0.000 claims description 6
- 230000002787 reinforcement Effects 0.000 claims description 6
- 238000005070 sampling Methods 0.000 claims description 6
- 230000000903 blocking effect Effects 0.000 claims description 3
- 239000010410 layer Substances 0.000 description 31
- 238000004873 anchoring Methods 0.000 description 5
- 230000000694 effects Effects 0.000 description 5
- 238000006073 displacement reaction Methods 0.000 description 4
- 230000007774 longterm Effects 0.000 description 3
- 239000004568 cement Substances 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 230000018109 developmental process Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000002349 favourable effect Effects 0.000 description 2
- 239000011229 interlayer Substances 0.000 description 2
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 239000011398 Portland cement Substances 0.000 description 1
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000003679 aging effect Effects 0.000 description 1
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- 239000010959 steel Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/006—Lining anchored in the rock
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/021—Grouting with inorganic components, e.g. cement
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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Abstract
The invention discloses a supporting method of columnar jointed surrounding rock for underground cavity excavation, which can effectively control the phenomena of loosening deformation and damage of columnar jointed rock body caused by excavation unloading and has important significance to engineering safety and economy. The method comprises the following steps: performing geological investigation on the columnar jointed rock mass in the excavated area, carrying out an indoor mechanical test, and obtaining and calibrating mechanical parameters of the rock mass; establishing a cavity excavation calculation model, carrying out surrounding rock excavation unloading numerical simulation, determining a relaxation depth and a relaxation range, and analyzing ageing characteristics and anisotropic characteristics of relaxation deformation; the method comprises the steps of conducting tunnel excavation in layers, sealing an excavation surface by adopting sprayed concrete after excavation of each layer is completed, and arranging a prestressed anchor rod according to the relaxation range of surrounding rock to conduct primary stretching; according to the excavation unloading aging characteristics of the columnar jointed rock mass, reinforcing an area with larger relaxation depth by adopting a prestressed anchor cable and carrying out primary tensioning; and (5) drilling grouting holes, and solidifying and grouting surrounding rock.
Description
Technical Field
The invention relates to an anti-loosening supporting method for columnar jointed surrounding rock, which is suitable for the excavation supporting design of columnar jointed rock of an underground cavity.
Background
Columnar joints are a native tense fracture structure commonly found in basalt and widely distributed in southwest regions of China. Along with the development of the foundation construction of China, more and more projects relate to columnar jointed rock bodies.
The columnar joint basalt is a typical jointed rock mass, the rock is firm, the joint occlusion is tight, the quality is good before excavation, cracks in the rock mass are slightly opened after excavation disturbance and ground stress release, and surrounding rock is easy to relax, collapse and the like. According to the detection result of the engineering site, the columnar joint basalt cavity surrounding rock shows obvious relaxation deformation characteristics, for example, in an arch cavity with the height of 24m and the width of 20m, the measured relaxation depth of a side wall can reach 9 meters, and the larger the relaxation degree is, the worse the rock mass is. The relaxation degree of the surrounding rock has aging property, and gradually decreases after the increase of the surrounding rock in the initial period of excavation, and the relaxation degree and the time are in negative exponential relation. According to the prior supporting technology, the supporting effect on the columnar jointed rock mass is more general, the deformation and continuous growth of the local loose rock mass can influence the stability of an underground cavity, and the later investment of engineering is increased.
The invention provides an anti-loosening supporting method for columnar jointed surrounding rock based on unloading relaxation characteristics of columnar jointed rock.
Disclosure of Invention
Aiming at the problems that the unloading of the columnar jointed rock mass is easy to relax, the stability of an underground cavity is influenced and the later investment of engineering is increased, the invention provides the supporting method for the columnar jointed rock surrounding excavated by the underground cavity, which can effectively control the relaxation deformation and damage phenomena of the columnar jointed rock mass caused by the unloading of the excavation and has important significance on engineering safety and economy.
In order to achieve the above purpose, the present invention adopts the following technical scheme:
the invention discloses a cylindrical joint surrounding rock relaxation-preventing supporting method for an underground cavity, which comprises the following steps of:
and 5, drilling a grouting hole, carrying out consolidation grouting on surrounding rock, forming a grouting reinforcement layer in a cavity excavation relaxation area, carrying out secondary tensioning on the prestressed anchor rod and the anchor cable after grouting, sealing holes, grouting and standing anchor piers.
Preferably, the step of performing geological investigation on the excavated area columnar jointed rock body further includes:
step 101, counting the length, the dip angle, the diameter and the joint surface shape of the column, and carrying out geological record on the main structural surface of the excavated area;
step 102, testing the ground stress level of an excavated area, and obtaining horizontal and vertical ground stress values;
and 103, performing on-site sampling on the rock mass and the joint surface, and developing an indoor sample loading-unloading mechanical test to respectively acquire deformation and strength mechanical parameters of the rock mass and the joint surface under loading and unloading stress paths.
Preferably, the rock mechanical parameters comprise the elastic modulus, poisson ratio and compression resistance and shear strength parameters of the rock under loading and unloading conditions, the rock mechanical parameters comprise the elastic modulus, poisson ratio and uniaxial compression strength of the rock, and the mechanical parameters of the joints comprise the normal stiffness, tangential stiffness, friction angle and cohesive force of the joints.
Preferably, in the step 3, the arrangement direction of the prestressed anchor rod is perpendicular to the excavation surface, and the tensioning load is a design value of 50% -75%.
Preferably, in the step 4, the arrangement direction of the prestressed anchor cable is perpendicular to the column direction of the columnar joint surrounding rock, one end of the anchor cable extends into the unrelaxed rock body, the other end of the anchor cable is anchored on the excavation surface of the cavity, the length of the anchor cable extending into the surrounding rock is not less than 1.5 times of the maximum relaxation depth, the arrangement quantity of the anchor cable is determined according to the relaxation range of the deep rock body, and the tensioning load is 50% -75% of the design value.
Preferably, in the step 5, grouting holes are uniformly distributed in the loose rock mass, the drilling direction is perpendicular to the excavation surface of the cavity, the grouting method adopts an orifice sealing method or a blocking method, and the grouting pressure is 0.5-3 MPa, and increases gradually along with the hole depth.
The beneficial effects of the invention are as follows: compared with the prior art, the active supporting system is formed by adopting the anchor rods, the consolidation grouting and the anchor cables, so that the looseness and damage of the columnar jointed rock mass after excavation unloading can be effectively controlled. The initial stretching of the anchor rod and the anchor cable can effectively control the initial deformation of surrounding rock and provide favorable conditions for grouting. The integrity of the surrounding rock is improved through grouting, a reinforcing layer is formed in the shallow surrounding rock which is easy to relax in the cavity, and the anchoring effect of the anchor cable and the anchor rod is improved. The secondary tensioning of the prestressed anchor rod and the anchor cable before and after consolidation grouting further plays an anchoring effect, the loose deformation of the columnar joint surrounding rock is limited, and the directional support of the anchor cable can control and improve the long-term stability of the surrounding rock of the grotto.
Drawings
FIG. 1 is a main flow chart of a method for preventing relaxation of columnar joint surrounding rock of an underground cavity.
FIG. 2 is a schematic diagram of a calculation model of discrete elements of the invention for cavity excavation buried deep in a columnar jointed rock mass.
Fig. 3a to 3f are calculation results of unloading relaxation and deformation values of the columnar jointed rock mass excavated in the cavity, wherein:
FIG. 3a is a top-level excavated small principal stress cloud;
FIG. 3b is an upper layer excavation displacement increment cloud image;
FIG. 3c is a cloud illustration of small principal stress of a middle layer excavation;
FIG. 3d is a middle layer excavation displacement delta cloud image;
FIG. 3e is a lower layer excavation small principal stress cloud;
fig. 3f is an undercut displacement delta cloud.
Fig. 4 to 8 are design diagrams of layered excavation of a cylindrical jointed rock mass cavern for anti-loosening supporting measures, wherein:
FIG. 4 is an upper excavation anchor support;
FIG. 5 is a middle layer excavation anchor support;
FIG. 6 is an underdrain anchor support;
FIG. 7 is a deep slack column joint rock mass anchor cable support;
FIG. 8 is a schematic illustration of a grouting reinforcement layer formed by consolidating and grouting side walls and roof arch surrounding rock.
In the figure: 1. a columnar jointed rock mass; 2. a prestressed anchor rod; 3. predicting a surrounding rock relaxation range caused by upper layer excavation; 4. predicting a surrounding rock relaxation range caused by middle layer excavation; 5. predicting a surrounding rock relaxation range caused by lower layer excavation; 6. pre-stress anchor cables; 7. solidifying the grouting holes; 8. and (5) grouting a reinforcing layer.
Detailed Description
The invention is further described below with reference to the drawings and detailed description.
As shown in fig. 1, the invention relates to a method for preventing relaxation of columnar joint surrounding rock of an underground cavity, which comprises the following steps:
and step 1, carrying out geological investigation on the cylindrical jointed rock mass 1 in the excavated area, respectively sampling the rock mass and the joint surface, carrying out an indoor mechanical test, and obtaining and calibrating the mechanical parameters of the rock mass.
The rock mass mechanical parameters comprise the elastic modulus, the poisson ratio, the compression resistance and the shear strength parameters of the rock mass under the loading and unloading conditions, the rock mass mechanical parameters comprise the elastic modulus, the poisson ratio and the uniaxial compression strength of the rock mass, and the mechanical parameters of the joint comprise the normal stiffness, the tangential stiffness, the friction angle and the cohesive force of the joint.
Preferably, the step of performing geological investigation on the columnar jointed rock mass in the excavated area further includes:
step 101, counting the length, the dip angle, the diameter and the joint surface shape of the column, and carrying out geological record on the main structural surface of the excavated area;
step 102, testing the ground stress level of an excavated area, and obtaining horizontal and vertical ground stress values;
and 103, performing on-site sampling on the rock mass and the joint surface, and developing an indoor sample loading-unloading mechanical test to respectively acquire deformation and strength mechanical parameters of the rock mass and the joint surface under loading and unloading stress paths.
And 2, establishing a cavity excavation calculation model according to the rock mechanical parameters, carrying out surrounding rock excavation unloading numerical simulation, determining a relaxation depth and a relaxation range, and analyzing ageing characteristics and anisotropic characteristics of relaxation deformation.
Specifically, the chamber excavation calculation model is based on geological investigation to establish a 3DEC discrete element numerical model. As shown in fig. 2, taking a specific example as an illustration, the average diameter of the column of the columnar jointed rock body is 0.2m, the included angle of the column and the axis of the cavity is 75 degrees, interlayer dislocation bands are developed in the rock body, the average distance is 4m, and the interlayer dislocation bands are perpendicular to the direction of the column. The horseshoe-shaped tunnel is 24m in height and 20m in width, the excavation process is simplified into an upper layer, a middle layer and a lower layer, wherein the height of the upper layer is 9m, the height of the middle layer is 9m, and the height of the lower layer is 6m. The discrete element calculation result can be used for knowing the surrounding rock relaxation range and displacement increment caused by excavation unloading of each layer, as shown in fig. 3 a-3 f.
And 3, excavating the cavern in layers, sealing the excavated surface by adopting sprayed concrete after each layer of excavation is completed, arranging the prestressed anchor rods 2 according to the surrounding rock relaxation range, and carrying out primary stretching after the prestressed anchor rods are installed. As shown in fig. 4 to 6, the range of relaxation of surrounding rock by upper layer excavation is predicted 3, the range of relaxation of surrounding rock by middle layer excavation is predicted 4, and the range of relaxation of surrounding rock by lower layer excavation is predicted 5. In the step 3, the arrangement direction of the prestressed anchor rods of each excavation layer is perpendicular to the excavation surface, and the tensioning load is a design value of 50% -75%.
And 4, reinforcing the region with larger relaxation depth by adopting a pre-stressed anchor cable 6 according to the excavation unloading aging characteristic of the columnar jointed rock mass, and primarily tensioning the pre-stressed anchor cable. In the step 4, the arrangement direction of the prestressed anchor cable is perpendicular to the column direction of the columnar joint surrounding rock, one end of the anchor cable stretches into the unrelaxed rock body, the other end of the anchor cable is anchored on the excavation surface of the grotto, the length of the anchor cable stretching into the surrounding rock is not less than 1.5 times of the maximum relaxation depth, the arrangement quantity of the anchor cable is determined according to the relaxation range of the deep rock body, and the tensioning load is 50% -75% of the design value.
And 5, drilling a grouting hole, carrying out consolidation grouting on surrounding rock, forming a grouting reinforcement layer in a cavity excavation relaxation area, carrying out secondary tensioning on the prestressed anchor rod and the anchor cable after grouting, sealing holes, grouting and standing anchor piers.
In the step 5, the consolidation grouting holes 7 are uniformly distributed on the loose rock mass, the drilling direction is perpendicular to the excavation surface of the cavity, the grouting method adopts an orifice sealing method or a blocking method, the grouting pressure is 0.5-3 MPa, and the grouting pressure increases gradually along with the hole depth. The grouting material adopts ordinary Portland cement, the water cement ratio adopts 2,1,0.8,0.5 four ratio stages, and each section of grouting material is opened and irrigated with a dilute water cement ratio and gradually reduced. And forming a grouting reinforcement layer 8 on the surrounding rock of the tunnel after grouting. After a grouting reinforcement layer is formed in the surrounding rock, the steel strands of the anchor rod and the anchor cable are secondarily tensioned, so that the anchoring effect of the anchor rod and the anchor cable can be further exerted, the development of unloading relaxation is controlled, and the long-term stability of the surrounding rock is improved.
Compared with the prior art, the active supporting system is formed by adopting the anchor rods, the consolidation grouting and the anchor cables, so that the looseness and damage of the columnar jointed rock mass after excavation unloading can be effectively controlled. The initial stretching of the anchor rod and the anchor cable can effectively control the initial deformation of surrounding rock and provide favorable conditions for grouting. The integrity of the surrounding rock is improved through grouting, a reinforcing layer is formed in the shallow surrounding rock which is easy to relax in the cavity, and the anchoring effect of the anchor cable and the anchor rod is improved. The secondary tensioning of the prestressed anchor rod and the anchor cable before and after consolidation grouting further plays an anchoring effect, the loose deformation of the columnar joint surrounding rock is limited, and the directional support of the anchor cable can control and improve the long-term stability of the surrounding rock of the grotto.
Claims (5)
1. The method for preventing the relaxation of the columnar joint surrounding rock of the underground cavern is characterized by comprising the following steps of:
step 1, carrying out geological investigation on a columnar jointed rock mass in an excavated area, respectively sampling the rock mass and a joint surface, carrying out an indoor mechanical test, and obtaining and calibrating mechanical parameters of the rock mass;
step 2, establishing a cavity excavation calculation model according to the rock mechanical parameters, carrying out surrounding rock excavation unloading numerical simulation, determining a relaxation depth and a relaxation range, and analyzing ageing characteristics and anisotropic characteristics of relaxation deformation;
step 3, excavating cavities in layers, sealing an excavation surface by adopting sprayed concrete after each layer of excavation is completed, arranging a prestressed anchor rod according to the relaxation range of surrounding rock, and performing primary stretching after the prestressed anchor rod is installed;
step 4, according to the excavation unloading aging characteristic of the columnar jointed rock mass, reinforcing the region with larger relaxation depth by adopting a pre-stressed anchor cable, and primarily tensioning the pre-stressed anchor cable;
in the step 4, the arrangement direction of the prestressed anchor cable is perpendicular to the column direction of the columnar joint surrounding rock, one end of the anchor cable stretches into the unrelaxed rock body, the other end of the anchor cable is anchored on the excavation surface of the grotto, the length of the anchor cable stretching into the surrounding rock is not less than 1.5 times of the maximum relaxation depth, the arrangement quantity of the anchor cable is determined according to the relaxation range of the deep rock body, and the tensioning load is a design value of 50% -75%;
and 5, drilling a grouting hole, carrying out consolidation grouting on surrounding rock, forming a grouting reinforcement layer in a cavity excavation relaxation area, carrying out secondary tensioning on the prestressed anchor rod and the anchor cable after grouting, sealing holes, grouting and standing anchor piers.
2. The method for anti-loosening support of columnar jointed surrounding rock of an underground cavern according to claim 1, wherein the step of performing geological investigation on the columnar jointed rock body of the excavated area further comprises the steps of:
step 101, counting the length, the dip angle, the diameter and the joint surface shape of the column, and carrying out geological record on the main structural surface of the excavated area;
step 102, testing the ground stress level of an excavated area, and obtaining horizontal and vertical ground stress values;
and 103, performing on-site sampling on the rock mass and the joint surface, and developing an indoor sample loading-unloading mechanical test to respectively acquire deformation and strength mechanical parameters of the rock mass and the joint surface under loading and unloading stress paths.
3. The method for supporting the cylindrical joint surrounding rock of the underground cavity according to claim 2, wherein the rock mechanical parameters comprise elastic modulus, poisson ratio and compression resistance and shear strength parameters of the rock under loading and unloading conditions, the rock mechanical parameters comprise elastic modulus, poisson ratio and uniaxial compression strength of the rock, and the mechanical parameters of the joint surface comprise normal rigidity, tangential rigidity, friction angle and cohesive force of the joint.
4. The method for supporting the columnar joint surrounding rock of the underground cavern against loosening according to claim 1, wherein in the step 3, the arrangement direction of the prestressed anchor rods is perpendicular to the excavation surface, and the tensioning load is 50% -75% of the design value.
5. The method for supporting the columnar joint surrounding rock of the underground cavity in the anti-loosening mode according to claim 1, wherein in the step 5, grouting holes are uniformly distributed in the loose rock body, the drilling direction is perpendicular to the excavation surface of the cavity, an orifice sealing method or a blocking method is adopted in the grouting method, grouting pressure is 0.5-3 MPa, and the grouting pressure increases gradually along with the depth of the holes.
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| CN114087020B (en) * | 2021-10-09 | 2024-04-02 | 中国电建集团华东勘测设计研究院有限公司 | Underground cavern stability evaluation method based on rock mass and supporting structure dual safety |
| CN114233393B (en) * | 2021-11-12 | 2024-05-24 | 中国电建集团华东勘测设计研究院有限公司 | Underground engineering surrounding rock-stress double-target mutual feedback combined regulation and control method |
| CN115034097B (en) * | 2022-08-11 | 2022-11-08 | 中国矿业大学(北京) | Underground engineering excavation compensation design method |
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| Title |
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| 柱状节理玄武岩松弛圈尺寸效应及地应力影响;王鹏;洪望兵;宋刚;;岩土工程学报;第40卷(第01期);第139-146页 * |
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| CN112483121A (en) | 2021-03-12 |
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