CN112963187B - Tunnel large-deformation targeted supporting method controlled by structural stress and bedding - Google Patents
Tunnel large-deformation targeted supporting method controlled by structural stress and bedding Download PDFInfo
- Publication number
- CN112963187B CN112963187B CN202110290382.6A CN202110290382A CN112963187B CN 112963187 B CN112963187 B CN 112963187B CN 202110290382 A CN202110290382 A CN 202110290382A CN 112963187 B CN112963187 B CN 112963187B
- Authority
- CN
- China
- Prior art keywords
- tunnel
- grade
- rock
- surrounding rock
- tunnel surrounding
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
Abstract
Structural stressThe tunnel large-deformation target supporting method controlled by force and bedding specifically comprises the following steps: according to different rock stratum attitude and tunnel space relations, dividing tunnel surrounding rocks into a gentle dip type, a small inclined angle type and a small steep dip angle type; the gentle dip type: theta<30 degrees, theta is a rock stratum inclination angle; the inclined small included angle type: 30 degree<θ<75 DEG and gamma<45 degrees; steep small included angle type: theta>75 DEG and gamma<30 degrees; theta is a rock stratum inclination angle, and gamma is an included angle between the rock stratum trend and the tunnel axis; according to different severity degrees of large deformation of tunnel surrounding rocks, dividing the large deformation of the tunnel surrounding rocks into three grades, namely I grade, II grade and III grade; stage I: 0.2<Gn<0.3, the deformation potential is slight; II stage: 0.15<Gn<0.2, medium deformation potential; grade III: gn<0.15, the deformation potential is strong; gnThe strength-stress ratio of the rock mass; according to different large deformation grades of tunnel surrounding rocks, the following support measures are adopted: adopting a support measure of laying anchor rods after excavation in the I level and the II level; and in the stage III, a support measure of reinforcing by advanced grouting before excavation and laying anchor rods after excavation is adopted.
Description
Technical Field
The invention belongs to the technical field of prevention and control of large deformation disasters of tunnel surrounding rocks, and particularly relates to a large deformation targeted supporting method of a tunnel under the control of structural stress and bedding.
Background
In the fields of traffic, hydraulic and hydroelectric power, mines and the like, the construction amount of tunnel engineering is gradually increased, the tunnel engineering is often in areas with strong constructional movement, most of tunnel surrounding rocks are layered soft rocks such as three-folded rock plates, phyllite, schist, sandstone and the like, serious large deformation disasters of the layered surrounding rocks often occur in the tunnel engineering construction process, the rock destruction phenomenon caused in engineering activities is closely related to the anisotropic characteristic of the mechanical property of the layered rock, and the disasters of the layered surrounding rock tunnel are closely related to the bedding condition and the ground stress orientation of the layered rock.
Therefore, the tunnel layered surrounding rock must be prevented and treated from large deformation, anchor rods, steel arch frames, sprayed concrete and other indiscriminate reinforcing support measures are mostly adopted in the current engineering practice, and partial sections are further reinforced by grouting with common cement materials. However, although these prevention and control measures suppress the occurrence of large deformation disasters to some extent, they have disadvantages of low support efficiency and high support cost, and often fail to achieve a good control effect under extremely complicated address conditions such as high ground stress, strong unloading, poor integrity of surrounding rocks, and the like.
Disclosure of Invention
Aiming at the problems in the prior art, the invention provides a tunnel large-deformation targeted supporting method controlled by structural stress and bedding, wherein differential supporting measures are adopted in a tunnel according to different large-deformation grades of surrounding rocks of the tunnel, so that the supporting efficiency can be effectively improved, the supporting cost can be saved, and the control effect of large deformation of layered surrounding rocks is effectively ensured.
In order to achieve the purpose, the invention adopts the following technical scheme: a tunnel large-deformation target supporting method controlled by structural stress and bedding specifically comprises the following steps:
according to the difference of the space relation between the rock stratum attitude and the tunnel, dividing tunnel surrounding rocks into three types, namely a gentle dip type, a small inclined angle type and a small steep dip angle type;
firstly, a gentle inclination type: theta is less than 30 degrees, and theta is a rock stratum inclination angle;
II, inclining a small included angle type: the angle between the trend of the rock stratum and the axis of the tunnel is 30 degrees < theta <75 degrees and gamma <45 degrees, wherein theta is the dip angle of the rock stratum, and gamma is the included angle between the trend of the rock stratum and the axis of the tunnel;
③ steep dip and small included angle type: theta is greater than 75 degrees, gamma is less than 30 degrees, theta is a rock stratum inclination angle, and gamma is an included angle between the rock stratum trend and the tunnel axis;
dividing the large deformation of the tunnel surrounding rock into three grades, namely I grade, II grade and III grade according to different severity of the large deformation of the tunnel surrounding rock;
firstly, I level: 0.2<Gn<0.3, mild deformation potential, GnThe strength-stress ratio of the rock mass;
II, II: 0.15<Gn<0.2, moderate potential for deformation, GnThe strength-stress ratio of the rock mass;
③ level III: gn<0.15, strong deformation potential, GnThe strength-stress ratio of the rock mass;
thirdly, according to the different large deformation grades of the tunnel surrounding rock, adopting the following support measures:
firstly, when the large deformation grades of the tunnel surrounding rock are I grade and II grade, adopting a support measure of laying anchor rods after excavation;
secondly, when the large deformation level of the tunnel surrounding rock is III level, adopting the support measures of advanced grouting reinforcement before excavation and arrangement of anchor rods after excavation.
When the large deformation grade of the tunnel surrounding rock is I grade and II grade, and the tunnel surrounding rock is of a gentle inclination type, the arrangement position of the anchor rod is in the top and bottom plate area, and the anchor rod is a tensile anchor rod.
When the large deformation grade of the tunnel surrounding rock is I grade and II grade, and the tunnel surrounding rock is of a type with a small inclined angle, the arrangement position of the anchor rod is in the position where bedding and tunnel periphery are parallel, the top plate and the bedding side wall area, and the anchor rod adopts a tensile anchor rod and a shear-resistant anchor rod.
When tunnel country rock large deformation level is I level and II level, and when tunnel country rock was the little contained angle type of steeply inclining, the laying position of stock was in both sides side wall region, and the stock adopts tensile type stock.
When the large deformation level of the tunnel surrounding rock is level III, before excavation, laying hollow grouting anchor rods and grouting for reinforcement, wherein the included angle delta between the laying direction of the grouting anchor rods and the axis of the tunnel is 30-45 degrees, after excavation, when the tunnel surrounding rock is of a gentle dip type, the laying positions of the anchor rods are in a top-bottom plate area, and the anchor rods adopt tensile anchor rods; when the tunnel surrounding rock is of a gentle inclination type, the arrangement position of the anchor rod is in the top-bottom plate area, and the anchor rod is a tensile anchor rod; when tunnel country rock is the little contained angle type of steeply inclining, the laying position of stock is in both sides boundary wall region, and the stock adopts tensile type stock.
When the large deformation grade of the tunnel surrounding rock is grade III, when anchor rod supporting is carried out after excavation, the included angle between the arrangement direction of the anchor rods and the visual inclination direction of the rock stratum is larger than 30 degrees, and the anchoring agent adopts a quick-setting type anchoring agent.
When the large deformation level of the tunnel surrounding rock is level III, when grouting reinforcement is carried out before excavation, double-liquid quick-setting grouting slurry is adopted as the grouting slurry, the requirement that the fluidity is lost within 3 minutes after double liquids of the grouting slurry are mixed needs to be met, and meanwhile, the requirement that the uniaxial compressive strength of clean slurry in the 1 day age is larger than 15MPa needs to be met.
The invention has the beneficial effects that:
according to the tunnel large-deformation targeted supporting method under the control of the structural stress and the bedding, differential supporting measures are adopted in the tunnel according to different large-deformation grades of the surrounding rock of the tunnel, so that the supporting efficiency can be effectively improved, the supporting cost can be saved, and the control effect of large deformation of the layered surrounding rock can be effectively ensured.
Drawings
FIG. 1 is a schematic diagram of a spatial relationship between a formation attitude and a tunnel;
FIG. 2 is a schematic view of the anchor laying orientation when the tunnel surrounding rock is of a gentle dip type;
FIG. 3 is a schematic diagram of an anchor laying orientation when a tunnel surrounding rock is of a type with a small inclined included angle;
FIG. 4 is a schematic diagram of the anchor arrangement orientation when the tunnel surrounding rock is of a steep dip and small included angle type;
FIG. 5 is a schematic view of the anchoring and laying orientation of a grouting anchor rod during advanced grouting reinforcement;
in the figure, 1-layered surrounding rock, 2-tunnel, 3-horizontal reference surface, 4-rock stratum trend datum line, 5-rock stratum trend datum line, 6-tunnel axis, 7-anchor rod and 8-grouting anchor rod.
Detailed Description
The invention is described in further detail below with reference to the figures and the specific embodiments.
A tunnel large-deformation target supporting method controlled by structural stress and bedding specifically comprises the following steps:
according to the difference of the space relation between the rock stratum attitude and the tunnel, dividing tunnel surrounding rocks into three types, namely a gentle dip type, a small inclined angle type and a small steep dip angle type; specifically, the spatial position relationship between the rock formation attitude and the tunnel is shown in fig. 1;
firstly, a gentle inclination type: theta is less than 30 degrees, and theta is a rock stratum inclination angle;
II, inclining a small included angle type: the angle between the trend of the rock stratum and the axis of the tunnel is 30 degrees < theta <75 degrees and gamma <45 degrees, wherein theta is the dip angle of the rock stratum, and gamma is the included angle between the trend of the rock stratum and the axis of the tunnel;
③ steep dip and small included angle type: theta is greater than 75 degrees, gamma is less than 30 degrees, theta is a rock stratum inclination angle, and gamma is an included angle between the rock stratum trend and the tunnel axis;
dividing the large deformation of the tunnel surrounding rock into three grades, namely I grade, II grade and III grade according to different severity of the large deformation of the tunnel surrounding rock;
firstly, I level: 0.2<Gn<0.3, mild deformation potential, GnThe strength-stress ratio of the rock mass;
II, II: 0.15<Gn<0.2, moderate potential for deformation, GnThe strength-stress ratio of the rock mass;
③ level III: gn<0.15, strong deformation potential, GnThe strength-stress ratio of the rock mass;
thirdly, according to the different large deformation grades of the tunnel surrounding rock, adopting the following support measures:
firstly, when the large deformation grades of the tunnel surrounding rock are I grade and II grade, adopting a support measure of laying anchor rods after excavation;
secondly, when the large deformation level of the tunnel surrounding rock is III level, adopting the support measures of advanced grouting reinforcement before excavation and arrangement of anchor rods after excavation.
When the large deformation grade of the tunnel surrounding rock is I grade and II grade, and the tunnel surrounding rock is of a gentle inclination type, as shown in fig. 2, the arrangement position of the anchor rod is in the top and bottom plate area, and the anchor rod is a tensile anchor rod.
When the large deformation grade of the tunnel surrounding rock is I grade and II grade, and the tunnel surrounding rock is of a type with a small inclined angle, as shown in figure 3, the arrangement position of the anchor rods is in the positions where bedding and tunnel periphery are parallel, and the top plate and the bedding side wall area, and the anchor rods adopt tensile anchor rods and shear-resistant anchor rods.
When the large deformation grade of the tunnel surrounding rock is I grade and II grade, and the tunnel surrounding rock is of a steep dip and small included angle type, as shown in fig. 4, the arrangement positions of the anchor rods are in the side wall areas on two sides, and the anchor rods adopt tensile anchor rods.
When the large deformation level of the tunnel surrounding rock is level III, laying hollow grouting anchor rods and grouting for reinforcement before excavation, wherein an included angle delta between the laying direction of the grouting anchor rods and the axis of the tunnel is 30-45 degrees as shown in fig. 5; when the tunnel surrounding rock is of a gentle inclination type, the arrangement position of the anchor rod is in the top-bottom plate area, and the anchor rod is a tensile anchor rod; when tunnel country rock is the little contained angle type of steeply inclining, the laying position of stock is in both sides boundary wall region, and the stock adopts tensile type stock.
When the large deformation grade of the tunnel surrounding rock is grade III, when anchor rod supporting is carried out after excavation, the included angle between the arrangement direction of the anchor rods and the visual inclination direction of the rock stratum is larger than 30 degrees, and the anchoring agent adopts a quick-setting type anchoring agent.
When the large deformation level of the tunnel surrounding rock is level III, when grouting reinforcement is carried out before excavation, double-liquid quick-setting grouting slurry is adopted as the grouting slurry, the requirement that the fluidity is lost within 3 minutes after double liquids of the grouting slurry are mixed needs to be met, and meanwhile, the requirement that the uniaxial compressive strength of clean slurry in the 1 day age is larger than 15MPa needs to be met.
Example one
The tunnel surrounding rock of a certain layer is dominated by structural stress, the dip angle theta of the rock stratum is 5 degrees, the included angle gamma between the trend of the rock stratum and the axis of the tunnel is 10 degrees, and therefore the tunnel surrounding rock belongs to a gentle dip type. When the tunnel surrounding rock large deformation levels are I level and II level, immediately laying anchor rods after excavation, wherein the laying direction of the anchor rods is vertical to the axis of the tunnel, the laying positions of the anchor rods are on a top plate, a bottom plate, an arch waist and a bottom foot, and the anchor rods need to have strong tensile capacity; when the large deformation level of the tunnel surrounding rock is level III, before excavation, laying hollow grouting anchor rods and grouting reinforcement, wherein the included angle delta between the laying direction and the tunnel axis is 30-45 degrees, immediately after excavation, adopting anchor rod support, the laying direction of the anchor rods is perpendicular to the tunnel axis, the laying positions of the anchor rods are on a top plate, a bottom plate, an arch waist and a bottom foot, and the anchor rods need to have strong tensile capacity. The anchor rod can specifically adopt a constant-resistance large-deformation anchor rod disclosed in the patent application with the application number of 201810283159.7, and the anchor agent adopts a quick-setting type anchor agent, so that the anchor rod can apply higher pretightening force after being installed. During grouting reinforcement, the grouting slurry adopts double-liquid quick-setting grouting slurry, the double-liquid quick-setting grouting slurry can specifically adopt a double-liquid grouting material with the application number of 201310566695.5, the fluidity of the double-liquid quick-setting grouting slurry can be lost within 3 minutes after the double-liquid quick-setting grouting slurry is mixed, and the uniaxial compressive strength of the net slurry in the 1 day age can reach more than 15 MPa. In order to prevent the surrounding rock from weathering and local falling blocks or collapse, after the support measures are adopted, concrete with the thickness of 5-10 cm is sprayed on the surface of the surrounding rock or anchor rod reinforcement support is adopted locally.
Example two
The tunnel surrounding rock of a certain layer is dominated by structural stress, the dip angle theta of the rock stratum is 60 degrees, the included angle gamma between the trend of the rock stratum and the axis of the tunnel is 10 degrees, and therefore the tunnel surrounding rock belongs to the inclined small included angle type. When the tunnel surrounding rock large deformation levels are I level and II level, immediately laying anchor rods after excavation, wherein the laying direction of the anchor rods is vertical to the axis of the tunnel, the laying positions of the anchor rods are at the position where bedding is parallel to the periphery of the tunnel, a top plate and a bedding side wall, and the anchor rods adopt tensile anchor rods and shear-resistant anchor rods; when the large deformation level of the tunnel surrounding rock is level III, before excavation, laying hollow grouting anchor rods and grouting for reinforcement, wherein the included angle delta between the laying direction and the tunnel axis is 30-45 degrees, immediately after excavation, adopting anchor rod support, the laying direction of the anchor rods is perpendicular to the tunnel axis, the laying positions of the anchor rods are in the positions where bedding is parallel to the periphery of the tunnel, the top plate and the bedding side wall, and the anchor rods adopt tensile type anchor rods and shear type anchor rods. The anchor rod can specifically adopt a constant-resistance large-deformation anchor rod disclosed in the patent application with the application number of 201810283159.7, and the anchor agent adopts a quick-setting type anchor agent, so that the anchor rod can apply higher pretightening force after being installed. During grouting reinforcement, the grouting slurry adopts double-liquid quick-setting grouting slurry, the double-liquid quick-setting grouting slurry can specifically adopt a double-liquid grouting material with the application number of 201310566695.5, the fluidity of the double-liquid quick-setting grouting slurry can be lost within 3 minutes after the double-liquid quick-setting grouting slurry is mixed, and the uniaxial compressive strength of the net slurry in the 1 day age can reach more than 15 MPa. After the supporting measures are completed, the measurement work is strictly carried out, the length, the supporting density and the arrangement position of the anchor rod are adjusted according to the deformation condition of the surrounding rock, and a reinforcing support is locally adopted if necessary. In addition, in order to prevent the surrounding rock from weathering and local chipping or collapsing, after the supporting measures are adopted, concrete with the thickness of 10-30 cm is sprayed on the surface of the surrounding rock, and a steel arch frame is laid.
EXAMPLE III
The tunnel surrounding rock of a certain layer is dominated by structural stress, the dip angle theta of the rock stratum is 85 degrees, the included angle gamma between the trend of the rock stratum and the axis of the tunnel is 20 degrees, and therefore the tunnel surrounding rock belongs to a steep dip small included angle type. When the tunnel surrounding rock large deformation levels are I level and II level, immediately laying anchor rods after excavation, wherein the laying direction of the anchor rods is vertical to the axis of the tunnel, the laying positions of the anchor rods are arranged on side walls at two sides, and the anchor rods are tensile anchor rods; when the large deformation level of the tunnel surrounding rock is level III, before excavation, laying hollow grouting anchor rods and grouting for reinforcement, wherein the included angle delta between the laying direction and the tunnel axis is 30-45 degrees, immediately adopting anchor rod support after excavation, the laying direction of the anchor rods is vertical to the tunnel axis, the laying position of the anchor rods is on the side walls at two sides, and the anchor rods are tensile anchor rods; the anchor rod can specifically adopt a constant-resistance large-deformation anchor rod disclosed in the patent application with the application number of 201810283159.7, and the anchor agent adopts a quick-setting type anchor agent, so that the anchor rod can apply higher pretightening force after being installed. During grouting reinforcement, the grouting slurry adopts double-liquid quick-setting grouting slurry, the double-liquid quick-setting grouting slurry can specifically adopt a double-liquid grouting material with the application number of 201310566695.5, the fluidity of the double-liquid quick-setting grouting slurry can be lost within 3 minutes after the double-liquid quick-setting grouting slurry is mixed, and the uniaxial compressive strength of the net slurry in the 1 day age can reach more than 15 MPa. After the supporting measures are completed, the measurement work is strictly carried out, the length, the supporting density and the arrangement position of the anchor rod are adjusted according to the deformation condition of the surrounding rock, and a reinforcing support is locally adopted if necessary. In addition, in order to prevent the surrounding rock from weathering and local chipping or collapsing, after the supporting measures are adopted, concrete with the thickness of 10-30 cm is sprayed on the surface of the surrounding rock, and a steel arch frame is laid.
The embodiments are not intended to limit the scope of the present invention, and all equivalent implementations or modifications without departing from the scope of the present invention are intended to be included in the scope of the present invention.
Claims (1)
1. A tunnel large-deformation target supporting method controlled by structural stress and bedding is characterized by comprising the following steps:
according to the difference of the space relation between the rock stratum attitude and the tunnel, dividing tunnel surrounding rocks into three types, namely a gentle dip type, a small inclined angle type and a small steep dip angle type;
firstly, a gentle inclination type: theta is less than 30 degrees, and theta is a rock stratum inclination angle;
II, inclining a small included angle type: the angle between the trend of the rock stratum and the axis of the tunnel is 30 degrees < theta <75 degrees and gamma <45 degrees, wherein theta is the dip angle of the rock stratum, and gamma is the included angle between the trend of the rock stratum and the axis of the tunnel;
③ steep dip and small included angle type: theta is greater than 75 degrees, gamma is less than 30 degrees, theta is a rock stratum inclination angle, and gamma is an included angle between the rock stratum trend and the tunnel axis;
dividing the large deformation of the tunnel surrounding rock into three grades, namely I grade, II grade and III grade according to different severity of the large deformation of the tunnel surrounding rock;
firstly, I level: 0.2<Gn<0.3, mild deformation potential, GnThe strength-stress ratio of the rock mass;
II, II: 0.15<Gn<0.2, moderate potential for deformation, GnThe strength-stress ratio of the rock mass;
③ level III: gn<0.15, strong deformation potential, GnThe strength-stress ratio of the rock mass;
thirdly, according to the different large deformation grades of the tunnel surrounding rock, adopting the following support measures:
firstly, when the large deformation grades of the tunnel surrounding rock are I grade and II grade, adopting a support measure of laying anchor rods after excavation;
secondly, when the large deformation level of the tunnel surrounding rock is III level, adopting a support measure of advanced grouting reinforcement before excavation and laying anchor rods after excavation;
when the large deformation grade of the tunnel surrounding rock is I grade and II grade, and the tunnel surrounding rock is of a gentle inclination type, the arrangement position of the anchor rod is in the top-bottom plate area, and the anchor rod is a tensile anchor rod;
when the large deformation grade of the tunnel surrounding rock is I grade and II grade, and the tunnel surrounding rock is of a type with a small inclined angle, the arrangement position of the anchor rod is in the positions where bedding is parallel to the periphery of the tunnel, the top plate and the bedding side wall area, and the anchor rod adopts a tensile anchor rod and a shear-resistant anchor rod;
when the large deformation grade of the tunnel surrounding rock is I grade and II grade, and the tunnel surrounding rock is of a steep dip and small included angle type, the arrangement positions of the anchor rods are in the side wall areas on two sides, and the anchor rods are tensile anchor rods;
when the large deformation level of the tunnel surrounding rock is level III, before excavation, laying hollow grouting anchor rods and grouting for reinforcement, wherein the included angle delta between the laying direction of the grouting anchor rods and the axis of the tunnel is 30-45 degrees, after excavation, when the tunnel surrounding rock is of a gentle dip type, the laying positions of the anchor rods are in a top-bottom plate area, and the anchor rods adopt tensile anchor rods; when the tunnel surrounding rock is of a gentle inclination type, the arrangement position of the anchor rod is in the top-bottom plate area, and the anchor rod is a tensile anchor rod; when the tunnel surrounding rock is of a steep dip and small included angle type, the arrangement position of the anchor rod is in the side wall areas on two sides, and the anchor rod is a tensile anchor rod;
when the large deformation grade of the tunnel surrounding rock is grade III, when anchor rod supporting is carried out after excavation, the included angle between the arrangement direction of the anchor rods and the visual inclination direction of the rock stratum is more than 30 degrees, and the anchoring agent adopts a quick-setting type anchoring agent;
when the large deformation level of the tunnel surrounding rock is level III, when grouting reinforcement is carried out before excavation, double-liquid quick-setting grouting slurry is adopted as the grouting slurry, the requirement that the fluidity is lost within 3 minutes after double liquids of the grouting slurry are mixed needs to be met, and meanwhile, the requirement that the uniaxial compressive strength of clean slurry in the 1 day age is larger than 15MPa needs to be met.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110290382.6A CN112963187B (en) | 2021-03-18 | 2021-03-18 | Tunnel large-deformation targeted supporting method controlled by structural stress and bedding |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110290382.6A CN112963187B (en) | 2021-03-18 | 2021-03-18 | Tunnel large-deformation targeted supporting method controlled by structural stress and bedding |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN112963187A CN112963187A (en) | 2021-06-15 |
| CN112963187B true CN112963187B (en) | 2022-03-22 |
Family
ID=76279177
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110290382.6A Active CN112963187B (en) | 2021-03-18 | 2021-03-18 | Tunnel large-deformation targeted supporting method controlled by structural stress and bedding |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN112963187B (en) |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110513146A (en) * | 2019-08-30 | 2019-11-29 | 东北大学 | A kind of prospective design stage tunnel surrounding large deformation stage division |
Family Cites Families (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100507461C (en) * | 2007-07-16 | 2009-07-01 | 中国矿业大学(北京) | Deep rock mass engineering project disaster model experiment method |
| RU2007128747A (en) * | 2007-07-26 | 2009-02-10 | Общероссийска общественна организаци "Российска инженерна академи " (RU) | TRANSPORT COMPLEX OF THE CITY, MEGAPOLIS AND METHOD FOR REGULATING AND UNLOADING TRANSPORT FLOWS OF THE CITY, MEGAPOLIS |
| CN202659265U (en) * | 2012-05-21 | 2013-01-09 | 重庆建工集团股份有限公司 | Anchor bolt support structure of steeply inclined small-intersection-angle layered surrounding rock tunnel |
| CN102913261B (en) * | 2012-11-05 | 2014-10-15 | 中国科学院武汉岩土力学研究所 | Ladder-type slip-resistant cave for preventing deformation and destruction of low-angle dip disturbed belt in underground grotto |
| CN105134247A (en) * | 2015-08-31 | 2015-12-09 | 中国电建集团成都勘测设计研究院有限公司 | Tunnel supporting structure in horizontal layered class-III surrounding rock and construction method |
| CN105736022B (en) * | 2016-03-10 | 2018-01-12 | 安徽理工大学 | The layering method for protecting support of rectangular shape coal roadway based on deep weakness compound roof |
| CN205823304U (en) * | 2016-07-28 | 2016-12-21 | 中国电建集团成都勘测设计研究院有限公司 | The forward supporting construction of tunnel abutment wall in steep dip thin layer country rock |
| CN106499397B (en) * | 2016-11-14 | 2018-06-01 | 西安科技大学 | A kind of soft rock tunnel deformation control method based on rockbolt stress analysis |
| CN108775252A (en) * | 2018-07-26 | 2018-11-09 | 淮南矿业(集团)有限责任公司 | The supporting construction and method for protecting support in Deep Soft Rock tunnel |
| CN208870601U (en) * | 2018-08-05 | 2019-05-17 | 中铁二院工程集团有限责任公司 | A kind of support system suitable for concordant unsymmetrial loading tunnel |
| CN110080782B (en) * | 2019-05-13 | 2021-03-23 | 中铁二院工程集团有限责任公司 | Construction method suitable for soft rock bedding tunnel |
| CN110656951B (en) * | 2019-09-27 | 2020-06-26 | 中国科学院武汉岩土力学研究所 | Disaster safety control method for full-face tunnel boring machine excavation extrusion deformation card machine |
| CN110761811A (en) * | 2019-10-27 | 2020-02-07 | 西南交通大学 | Layered soft rock tunnel asymmetric supporting structure and construction method |
| CN111677523A (en) * | 2020-05-21 | 2020-09-18 | 中铁六局集团有限公司工程设计院 | Asymmetric selective support method for tunnel with layered surrounding rock |
-
2021
- 2021-03-18 CN CN202110290382.6A patent/CN112963187B/en active Active
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110513146A (en) * | 2019-08-30 | 2019-11-29 | 东北大学 | A kind of prospective design stage tunnel surrounding large deformation stage division |
Also Published As
| Publication number | Publication date |
|---|---|
| CN112963187A (en) | 2021-06-15 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106245653B (en) | A kind of vertical mud and water balance construction method | |
| CN103243652B (en) | A kind of large-span non-floor type cast-in-place beam falsework and construction method thereof | |
| WO2020248596A1 (en) | Protection structure for preventing ground heave caused by tunnel grouting reinforcement and grouting method | |
| CN108103939A (en) | Oblique section steel trestle construction composite reinforcement mode and construction technology | |
| CN111021376A (en) | Three-dimensional frame pile body structure for deep landslide treatment and construction process thereof | |
| CN104790412B (en) | Big width foundation pit supporting construction in the case of artesian water | |
| CN206529652U (en) | A kind of weak saline soil area non-fragment orbit embankment structure of rich salt | |
| CN112726692A (en) | Multi-defense line vibration control method for ancient building | |
| CN206707726U (en) | A kind of gob side entry retaining roadside support system | |
| CN111676987A (en) | Construction method for backfilling construction of construction fertilizer tank by vibrating, slurry-flushing and ramming method | |
| CN101509258B (en) | Method for precontrolling subsidence slant of sinking well | |
| CN109812271B (en) | Construction method for shield-crossing limited box culvert | |
| CN112963187B (en) | Tunnel large-deformation targeted supporting method controlled by structural stress and bedding | |
| CN217629964U (en) | Basement deep foundation pit replacement support | |
| CN112227342A (en) | Steel slag-doped composite foundation structure and construction method thereof | |
| Türkmen et al. | Grouting a tunnel cave-in from the surface: a case study on Kurtkulağı irrigation tunnel, Turkey | |
| CN101476472A (en) | Weak-gluing easy-weathering ravelly ground tunnel surrounding rock control method | |
| CN114622574B (en) | Water-rich throwing filling deep foundation pit water interception excavation supporting method and supporting device | |
| CN110397091A (en) | Ancient building shock insulation barrier | |
| CN113137243A (en) | Reinforcing method for corrosion-resistant interchange roadway of loose coal cylinder | |
| CN218508459U (en) | U-shaped groove section enclosure structure | |
| CN212896383U (en) | Connection structure of deep basal pit reinforcing lattice column | |
| CN218759971U (en) | Weak surrounding rock section tunnel just props up hunch foot and subsides prevention and control structure | |
| CN212294620U (en) | Building foundation reinforcing pile | |
| Khomyakov et al. | Methods of restoration of deformed retaining walls in seismic conditions |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |