CN114528617B - Method for determining railway space line position of high-geostress hard rock burst area - Google Patents
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Abstract
A method for determining the railway space line position of a hard rock burst area is used for greatly reducing the line selection cost and saving the exploration period. The method comprises the following steps: dividing hard rock burst into four grades of light rock burst, medium rock burst, strong rock burst and extremely strong rock burst from weak to strong according to the deformation degree, and mainly based on the critical rock strength-stress ratio; determining the critical maximum initial stress of each rock burst grade: determining a relationship between depth and maximum horizontal stress; determining the critical depth of each rock burst grade according to the relationship among the rock burst grade, the depth and the maximum horizontal stress: determining the railway space line position of a hard rock burst area, arranging a controllable rock burst section perpendicular to the axis of a tunnel, and dividing the section into a non-rock burst area, a slight rock burst area, a medium rock burst area, a strong rock burst area and an extremely strong rock burst area according to the critical burial depth boundary line of each grade of rock burst; through the coordination and coordination of the position adjustment of the spatial linear position plane and the position adjustment of the spatial linear position longitudinal section, the preset tunnel A is enabled to avoid a strong rockburst area and an extremely strong rockburst area with high risks.
Description
Technical Field
The invention relates to a disaster reduction line selection method for mountain railway engineering, in particular to a method for determining a railway engineering space line position based on high-ground-stress hard rock burst zoning.
Background
Disaster reduction and line selection are a risk decision process under the condition that the action of natural disasters on the whole life cycle of line engineering is uncertain. The railway disaster reduction line selection in the high-ground-stress hard rock burst area is a line scheme and engineering setting risk decision process under the condition that the action of hard rock burst on the whole life cycle of railway engineering is uncertain.
The hard rock burst in the high ground stress area is a dynamic phenomenon that a tunnel is excavated in a rock body with high ground stress, surrounding rock stress is suddenly released, and a rock block is cracked and thrown out.
Therefore, when the railway space line position of the hard rock burst area is determined, the influence ranges of different rock burst grades are reasonably divided, and the position with relatively low risk grade is selected to pass through by reasonably determining the elevation and the trend of the line so as to reduce the risk of the hard rock burst on the railway engineering.
Disclosure of Invention
The technical problem to be solved by the invention is to provide a method for determining the railway space line position of a hard rock burst area, so as to ensure that railway engineering passes through a section with a lower disaster risk level, greatly reduce the line selection cost, save the investigation period and furthest realize the economy and rationality of the engineering.
The technical scheme adopted by the invention for solving the technical problems is as follows:
the invention discloses a method for determining a railway space line position of a high-geostress hard rock burst area, which comprises the following steps of:
s01, arranging controlled drill holes in a hard rock area, and performing opening and stress measurement in the drill holes by adopting a hydraulic fracturing method to obtain maximum horizontal stress sigma of different depths H H And minimum horizontal stress σ h Taking a rock sample, and carrying out an indoor uniaxial compressive strength test to obtain the natural compressive strength R of the rock;
s02, measuring the maximum horizontal stress sigma when drilling hole body section H When the pressure is more than or equal to 20MPa and the natural compressive strength R of the rock is more than or equal to 30MPa, the tunnel is in a high ground stress state, the rock burst risk exists, the rock burst critical depth needs to be further judged, and otherwise, the rock burst disaster of the hard rock cannot occur;
s03, dividing hard rock burst into four grades of light rock burst, medium rock burst, strong rock burst and strong rock burst according to deformation degree from weak to strong, and using critical rock strength-stress ratio R/sigma max Is divided into 3 < R/sigma max Slight rock burst is not less than 4, and R/sigma is more than 2 max Medium rock burst is not less than 3, R/sigma is more than 1 max Strong rockburst with R/sigma less than or equal to 2 max Strong rock burst is less than or equal to 1;
s04, according to the natural compressive strength R of the rock and the critical rock strength-stress ratio R/sigma of rock burst grade max Determining the critical maximum initial stress of each rock burst grade:
(1) Critical maximum initial stress sigma of slight rock burst max ＝R/4；
(2) Critical maximum initial ground stress sigma for medium rockburst max ＝R/3；
(3) Critical maximum initial stress sigma for a strong rock burst max ＝R/2；
(4) Extreme strong rock burst critical maximum initial ground stress sigma max ＝R/1；
S05, obtaining the maximum horizontal stress sigma of different depths H according to a controlled drilling hydraulic fracturing method H And minimum horizontal stress σ h Expressed by the formulaDepth H and maximum horizontal stress σ H The relationship between:
H＝a·σ max +b
in the formula: a and b are constants;
s06, according to the rock burst grade, the depth H and the maximum horizontal stress sigma H Determining the critical depth of each rock burst grade according to the relation:
(1) Critical depth of light rockburst H 1 ，H 1 ＝a·R/4+b；
(2) Critical depth of medium rockburst H 2 ，H 2 ＝a·R/3+b；
(3) Critical depth of strong rock burst H 3 ，H 3 ＝a·R/2+b；
(4) Critical depth of rock burst H 4 ，H 4 ＝a·R/1+b；
S07, determining the railway space line position of a hard rock burst area, arranging a controllable rock burst section perpendicular to the axis of a tunnel, and dividing the section into a non-rock burst area, a slight rock burst area, a medium rock burst area, a strong rock burst area and an extremely strong rock burst area according to the critical burial depth boundary line of each grade of rock burst; through the coordination of the spatial linear position plane position adjustment and the spatial linear position longitudinal section position adjustment, the preset tunnel A is enabled to bypass a strong rockburst area and an extremely strong rockburst area with high risks, and the adjusted tunnel passes through a slight rockburst area and a medium rockburst area with low risks.
The invention has the advantages that from the perspective of disaster reduction and route selection of railway engineering, the hard rock burst in the high ground stress area is divided into four areas of slight, medium, strong and extremely strong, and the damage of the rock burst area to the railway engineering is reduced to the maximum extent through the coordination and cooperation of the space line position plane and the longitudinal section, thereby avoiding the problems of serious casualties, life and property loss and ecological environment damage. The line selection cost is greatly reduced, the investigation construction period is saved, the railway engineering in the high ground stress hard rock burst area is ensured to pass through a section with lower disaster risk, and the economy and the rationality of the engineering are realized to the greatest extent.
Drawings
The specification includes the following three figures:
FIG. 1 is a diagram of a hard rock burst profile versus railroad engineering location;
FIG. 2 is a diagram of hard rock burst zoning and tunnel position relationship;
FIG. 3 is a calculation diagram of an embodiment.
The figure shows the part names and the corresponding labels: river 1, railway engineering 2, ground 3, a slight rock burst critical boundary 4, a medium rock burst critical boundary 5, a strong rock burst critical boundary 6, an extremely strong rock burst critical boundary 7, a rockless burst area 8, a slight rock burst area 9, a medium rock burst area 10, a strong rock burst area 11, an extremely strong rock burst area 12, critical depth 13, a controlled drilling hole 14, a preset tunnel A, an adjusting tunnel B and a controlled rock burst section D.
Detailed Description
The invention is further illustrated with reference to the following figures and examples.
Referring to fig. 1 and 2, the invention 1 relates to a method for determining a railway space line position of a high-geostress hard rock burst area, which comprises the following steps:
s01, arranging controlled drill holes in the hard rock zone, and measuring the stress of the open area in the drill holes by adopting a hydraulic fracturing method to obtain the maximum horizontal stress sigma at different depths H H And minimum horizontal stress σ h Taking a rock sample, and carrying out an indoor uniaxial compressive strength test to obtain the natural compressive strength R of the rock;
s02, measuring the maximum horizontal stress sigma when drilling hole body section H When the pressure of the rock is more than or equal to 20MPa and the natural compressive strength R of the rock is more than or equal to 30MPa, the tunnel is in a high ground stress state, the rock burst risk exists, the rock burst critical depth needs to be further judged, and otherwise, the rock burst disaster of the hard rock cannot occur;
s03, dividing hard rock burst into four grades of light rock burst, medium rock burst, strong rock burst and strong rock burst according to deformation degree from weak to strong, and using critical rock strength-stress ratio R/sigma max The method is mainly divided according to the following table:
| grade of rockburst | Slight rock burst | Moderate rockburst | Strong rock burst | Extremely strong rock burst |
| Rock strength stress ratio R/ |
3＜R/σ max ≤4 | 2＜R/σ max ≤3 | 1＜R/σ max ≤2 | R/σ max ≤1 |
S04, according to the natural compressive strength R of the rock and the critical rock strength-stress ratio R/sigma of rock burst grade max Determining the critical maximum initial stress of each rock burst grade:
(1) Critical maximum initial stress sigma of slight rock burst max ＝R/4；
(2) Critical maximum initial ground stress sigma for medium rockburst max ＝R/3；
(3) Critical maximum initial stress sigma for a strong rock burst max ＝R/2；
(4) Extreme strong rock burst critical maximum initial ground stress sigma max ＝R/1；
S05, obtaining the maximum horizontal stress sigma of different depths H according to a controlled drilling hydraulic fracturing method H And minimum horizontal stress σ h The depth H and the maximum horizontal stress σ are expressed by the following formula H The relationship between:
H＝a·σ max +b
in the formula: a and b are constants;
s06, according to the rock burst grade, the depth H and the maximum horizontal stress sigma H Determining the critical depth of each rock burst grade according to the relation:
(1) Critical depth of light rockburst H 1 ，H 1 ＝a·R/4+b；
(2) Critical depth of medium rockburst H 2 ，H 2 ＝a·R/3+b；
(3) Critical depth of strong rock burst H 3 ，H 3 ＝a·R/2+b；
(4) Critical depth of rock burst H 4 ，H 4 ＝a·R/1+b；
S07, determining the railway space line position of a hard rock burst area, arranging a controlled rock burst section D perpendicular to the axis 2 of the tunnel, and dividing the section into a non-rock burst area 8, a slight rock burst area 9, a medium rock burst area 10, a strong rock burst area 11 and an extremely strong rock burst area 12 according to the critical burial depth boundary line of each grade of rock burst; through the coordination and coordination of the position adjustment of the spatial linear position plane and the position adjustment of the spatial linear position longitudinal section, the preset tunnel A is enabled to bypass a strong rockburst area 11 with a large risk and an extremely strong rockburst area 12, and the adjusted tunnel B passes through a slight rockburst area 9 with a small risk and a medium rockburst area 10.
The embodiment is as follows: and (3) determining the railway space line position of a certain high-speed railway tunnel passing through the high-ground stress hard rock burst area of the old mountain.
Referring to fig. 1 and 2, a high-speed railway tunnel penetrates through a laojian mountain of a slope transition zone between the south edge of the Sichuan basin and the Yunobu plateau, and a tunnel body section of the tunnel belongs to a high-geostress hard rock area through a two-fold system (P), a carbonite system (C) limestone and a siliceous limestone, a tunnel site area development Phlomb-Men anticline and a large gateway fault.
In order to reasonably determine the reasonable position of the tunnel passing through the high-ground-stress hard rock burst area of the old hill, a deep hole of 1100m is arranged at the top of the old hill to carry out exploration test work, and the maximum horizontal stress sigma of the tunnel body section is measured H About 34.06MPa or more and 20MPa or less, taking 12 groups of limestone samples to carry out an indoor uniaxial compressive strength test, and obtaining a standard value of the natural compressive strength of the limestone, wherein the standard value is 42.5MPa or more and 30MPa or more, which indicates that the tunnel is in a high ground stress state, the rock burst risk of hard rock exists, and the rock burst critical depth needs to be further judged.
The ground stress test is developed in the deep hole, and the ground stress measurement results are shown in the following table.
Survey results summary of drilling hydrofracturing
Establishing depth H and maximum horizontal stress sigma by using linear equation of two H As shown in FIG. 3, a was 23.518 and b was 13.102.
Determining the critical depth of each rock burst grade according to the rock strength stress ratio of the rock burst grade:
(1) Critical depth of slight rockburst: h = a · R/4+ b =23.518 + 42.5/4+13.102=263.0m;
(2) The critical depth of medium rockburst is as follows: h = a.R/3 + b =23.518 + 42.5/3+13.102=346.3m;
(3) Critical depth of intense rock burst: h = a · R/2+ b =23.518 + 42.5/2+13.102=512.9m;
(4) Extremely strong rock burst critical depth: h = a.R/1 + b =23.518 + 42.5/1+13.102=1012.6m.
The high-speed railway tunnel has the total length of 15.4km, according to the comparative analysis of critical depth of each rockburst grade and the tunnel burial depth, hard rocks with the burial depth larger than the strong rockburst critical depth 512.9m are mainly located at CK384+ 925-CK 385+595m sections, the length is about 670m, the maximum burial depth is 820m, a tunnel body is located in a strong rockburst section, the rockburst is serious, the difficulty in prevention and control is high, the safe and efficient operation of the high-speed railway is seriously influenced, the plane position cannot be adjusted due to the fact that the front and the back of a line are controlled by a bridge position and a station, the height of a longitudinal section line is raised, the strong rockburst area is avoided, and the risk of high ground stress rockburst is avoided from the source.
Claims (1)
1. A method for determining a railway space line position of a high-geostress hard rock burst area comprises the following steps:
s01, arranging controlled drill holes in the hard rock zone, and measuring the stress of the open area in the drill holes by adopting a hydraulic fracturing method to obtain the maximum horizontal stress sigma at different depths H H And most preferablySmall horizontal stress sigma h Taking a rock sample, and carrying out an indoor uniaxial compressive strength test to obtain the natural compressive strength R of the rock;
s02, measuring the maximum horizontal stress sigma when drilling hole body section H When the pressure is more than or equal to 20MPa and the natural compressive strength R of the rock is more than or equal to 30MPa, the tunnel is in a high ground stress state, the rock burst risk exists, the rock burst critical depth needs to be further judged, and otherwise, the rock burst disaster of the hard rock cannot occur;
s03, dividing hard rock burst into four grades of light rock burst, medium rock burst, strong rock burst and strong rock burst according to deformation degree from weak to strong, dividing the rock burst into four grades by taking the critical rock strength-stress ratio R/sigma max as a main basis, wherein R/sigma is more than 3 max Slight rock burst is not less than 4, and R/sigma is more than 2 max Medium rock burst is not less than 3, R/sigma is more than 1 max Strong rockburst with R/sigma less than or equal to 2 max Rock burst is greater than or equal to 1;
s04, according to the natural compressive strength R of the rock and the critical rock strength-stress ratio R/sigma of rock burst grade max Determining the critical maximum initial stress of each rock burst grade:
(1) Critical maximum initial ground stress sigma of slight rockburst max ＝R/4；
(2) Critical maximum initial ground stress sigma for medium rockburst max ＝R/3；
(3) Critical maximum initial stress sigma for a strong rock burst max ＝R/2；
(4) Extreme strong rock burst critical maximum initial ground stress sigma max ＝R/1；
S05, obtaining the maximum horizontal stress sigma of different depths H according to a controlled drilling hydraulic fracturing method H And minimum horizontal stress σ h The depth H and the maximum horizontal stress σ are expressed by the following formula H The relationship between:
H＝a·σ max +b
in the formula: a and b are constants;
s06, according to the rock burst grade, the depth H and the maximum horizontal stress sigma H Determining the critical depth of each rock burst grade according to the relation:
(1) Critical depth of light rockburst H 1 ，H 1 ＝a·R/4+b；
(2) Critical depth of medium rockburst H 2 ，H 2 ＝a·R/3+b；
(3) Critical depth of strong rock burst H 3 ，H 3 ＝a·R/2+b；
(4) Critical depth of extremely strong rock burst H 4 ，H 4 ＝a·R/1+b；
S07, determining a railway space line position of a hard rock burst area, arranging a controllable rock burst section (D) perpendicular to a tunnel axis (2), and dividing the section into a non-rock burst area (8), a slight rock burst area (9), a medium rock burst area (10), a strong rock burst area (11) and an extremely strong rock burst area (12) according to a critical burial depth boundary line of each rock burst level; through the coordination of the adjustment of the plane position of the space linear position and the adjustment of the longitudinal section position of the space linear position, the railway tunnel (A) is enabled to bypass a strong rockburst area (11) with high risk and an extremely strong rockburst area (12), and the adjusted tunnel (B) passes through a slight rockburst area (9) with low risk and a medium rockburst area (10).
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