CN109918851B - On-site rapid estimation method for scale of deep tunnel rockburst disaster - Google Patents
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- 238000000034 method Methods 0.000 title claims abstract description 40
- 239000011435 rock Substances 0.000 claims abstract description 106
- 230000006378 damage Effects 0.000 claims abstract description 25
- 238000010276 construction Methods 0.000 claims abstract description 9
- 238000005422 blasting Methods 0.000 claims description 75
- 238000004880 explosion Methods 0.000 claims description 49
- 241000968069 Asterolecaniidae Species 0.000 claims description 11
- 238000012887 quadratic function Methods 0.000 claims description 8
- 238000009412 basement excavation Methods 0.000 claims description 5
- 230000004323 axial length Effects 0.000 claims description 3
- 238000012886 linear function Methods 0.000 claims description 3
- 238000012888 cubic function Methods 0.000 claims description 2
- 238000005259 measurement Methods 0.000 abstract description 5
- 239000002893 slag Substances 0.000 abstract description 4
- 230000007547 defect Effects 0.000 abstract description 3
- 238000010586 diagram Methods 0.000 description 11
- 238000009825 accumulation Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005489 elastic deformation Effects 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 230000001788 irregular Effects 0.000 description 1
- 230000035772 mutation Effects 0.000 description 1
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Abstract
The invention discloses a method for rapidly estimating the scale of a rock burst disaster of a deep-buried tunnel on site, which relates to the technical field of tunnel construction. According to the method, on the basis of measurement and fitting analysis of basic data such as positions of a limited number of measuring points in a tunnel surrounding rock burst pit, rock mass damage depth, distance between the measuring points and the like, a geometric generalized model capable of approximately representing the three-dimensional form of the rock burst pit is constructed, so that a mathematical estimation formula of the scale of the burst pit is further provided, the deviation possibly caused by calculating the scale of the burst pit according to the slag formula amount of the ejection rock blocks can be overcome or reduced by using the novel method, the defects of the currently adopted method are overcome, the estimation precision of the scale of the rock burst pit is improved, and more reasonable and reliable support is provided for accurate estimation of the severity of the rock burst disaster.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a method for quickly estimating the scale of a deep-buried tunnel rockburst disaster on site.
Background
Rock burst is the most common dynamic geological disaster of deep-buried hard rock tunnels, and the phenomenon that the rock bursts and is ejected out is caused by sudden and violent release of elastic deformation potential energy accumulated in rock mass under excavation or other external disturbance. The method often causes disastrous damage to underground engineering in a 'sudden attack' mode, seriously threatens the safety of constructors and equipment, influences the construction progress, and can cause the over-excavation and support failure of the underground engineering.
In engineering, rock burst intensity grades are usually adopted to distinguish the intensity of rock mass damage caused by rock burst, an important measurement index on which the rock burst intensity grades are based is the damage depth of a rock burst pit, the damage depth can reflect the damage scale of the rock burst to a certain extent, but compared with the depth, the damage scale of the rock burst can be more reasonably and comprehensively represented by taking the rock mass damage surface area and the blast pit volume of a cavity wall caused by the rock burst as measurement indexes of multi-dimensional scale, and the larger the rock mass damage surface area and the blast pit scale are, the more the ejected rock mass volume is, the more the consequent loss is often serious. Overall, the severity of the loss of consequence from a rock burst has a significant correlation with the size of the destruction of the rock burst. Therefore, the preparation for estimating the damage scale of the rock burst (including the damage surface area of the surrounding rock of the tunnel wall and the volume of the rock burst pit) has important significance for measuring the damage severity of the rock burst and controlling the disaster.
Theoretically, the scale of the rock burst pit can be roughly judged by estimating the square amount of a rock block accumulation body generated by rock burst damage, but the ejection range of the rock block damaged by the rock burst is wide, the scattered distribution positions of the rock block are not concentrated, the rock block accumulation body is easy to mix with the rock slag excavated in site construction, the obtained rock burst pit body is easy to accumulate in an uncontrollable error, and it is difficult to calculate the scale of the rock burst damage according to the slag square amount of the ejected rock block, so that a rapid site estimation method for the scale of the deeply-buried tunnel rock burst disaster is needed.
Disclosure of Invention
The embodiment of the invention provides a site rapid estimation method for the scale of a deep-buried tunnel rockburst disaster, which is used for solving the problems in the prior art.
A deeply buried tunnel rock burst disaster scale on-site rapid estimation model comprises:
1. pit type explosion pit model
(1) When the tunnel wall at the rock burst generation position is linear, the surrounding rock damage table of the pit wall of the pit is blastedArea S 1 And volume V of explosion pit 1 The approximate estimation models of (1) are respectively as follows:
S 1 ＝ab
the length of the pit-type blasting pit along the axial direction of the tunnel is recorded as a, the height of the pit-type blasting pit on the wall of the tunnel is recorded as b, and the depth of the pit is recorded as h; taking the axial direction of the tunnel as an X axis, and taking the excavation direction as the positive direction of the X axis; the X axis rotates clockwise by 90 degrees to be the Y axis, and the concave side of the hole wall is in the positive direction of the Y axis; the Z axis is vertical to the X axis and the Y axis simultaneously, the direction of the arch top of the tunnel is the forward direction of the Z axis, and the lower limit of the explosion pit towards the tunnel opening is the origin of coordinates O, so that a tunnel construction engineering coordinate system is formed;
(2) When the tunnel wall at the rock burst occurrence position is arc-shaped, the surrounding rock of the tunnel wall of the pit is destroyed by the surface area S 2 And volume V of explosion pit 2 The estimation models of (1) are respectively as follows:
wherein: r is the radius of the arc, Δ V is the volume of portion ikm:
2. v-shaped explosion pit model
(1) When the tunnel wall at the rock burst generation position is linear, the surrounding rock of the hole wall of the pit type burst pit destroys the surface area S 3 And volume V of explosion pit 3 The approximate estimation models of (1) are respectively as follows:
wherein the axial length of the V-shaped explosion pit along the tunnel is a 1 Maximum height b of blast pit on wall of V-shaped blast pit 1 Minimum value b 2 (ii) a Maximum value h of pit depth 1 Minimum value h 2 ；
(2) When the tunnel wall at the rock burst occurrence position is arc-shaped, the surrounding rock of the tunnel wall of the pit is destroyed by the surface area S 4 And volume V of explosion pit 4 The estimation models of (1) are respectively as follows:
preferably, the coordinate system of the V-shaped explosion pit model is established in the same way as the coordinate system of the pit-type explosion pit model.
A method for rapidly estimating the scale of the deeply buried tunnel rockburst disaster on site is characterized by comprising the following steps of:
marking the cross section of an original point O as a No. I cross section, namely a left boundary of an explosion pit, sequentially selecting No. II, III and IV cross sections of the explosion pit from the No. I cross section along the X-axis positive direction, and taking the right boundary of the explosion pit as a No. V cross section;
step two, arranging 5 control points on each cross section: upper and lower end points A and E of the cross section of the blasting pit, the deepest point C of the blasting pit on the cross section, and two points B, D between the deepest point and the end points are respectively arranged;
recording coordinates of the control points, fitting the coordinates, analyzing fitting results to obtain characteristics of a profile curve of the surface of the blasting pit, and establishing a blasting pit scale estimation model;
and step four, calculating the damage surface area S and the volume V of the blast pit of the cave wall rock mass according to the blast pit scale estimation model.
Preferably, when the rock blasting pit is in a pit type, the profile curve of the blasting pit surface is in a quadratic function form or a cubic function;
preferably, when the rock burst pit is in a V shape, the profile curve of the surface of the burst pit is in a linear function form.
Preferably, the blast pit scale estimation model comprises a pit type blast pit model and a V-shaped blast pit model.
The invention has the beneficial effects that: according to the method, on the basis of measurement and fitting analysis of basic data such as positions of a limited number of measuring points in a tunnel surrounding rock burst pit, rock mass destruction depth, measuring point distance and the like, a geometric generalized model capable of approximately representing the three-dimensional form of the rock burst pit is constructed, so that a mathematical estimation formula of the scale of the burst pit is further provided, the deviation possibly caused by calculating the scale of the burst pit according to the ejection rock block slag formula can be overcome or reduced by using the new method, the defects of the currently adopted method are overcome, the estimation precision of the scale of the rock burst pit is improved, and more reasonable and reliable support is provided for accurate estimation of the severity of a rock burst disaster.
Drawings
Fig. 1 is a schematic structural diagram of length a, height b and depth h of a pit-type blasting pit of a method for rapidly estimating the scale of a deep-buried tunnel rockburst disaster on site according to an embodiment of the present invention;
fig. 2 is a schematic diagram of a three-dimensional structure of a pit-shaped explosion pit of the method for rapidly estimating the scale of the deeply buried tunnel rockburst disaster in situ according to the embodiment of the present invention;
fig. 3 is a schematic structural diagram of the arrangement of control points of the cross section of the blasting pit in the method for rapidly estimating the scale of the deep tunnel rockburst disaster on site according to the embodiment of the present invention;
fig. 4 is a schematic structural diagram of the explosion pit scale at different hole walls of the method for rapidly estimating the scale of the deep tunnel rockburst disaster on site according to the embodiment of the present invention;
fig. 5 is a structural schematic diagram of the length a, the height b and the depth h of a V-shaped explosion pit of the method for rapidly estimating the scale of the deep tunnel rockburst disaster on site according to the embodiment of the invention;
fig. 6 is a schematic diagram of a three-dimensional structure of a V-shaped explosion pit of the method for rapidly estimating the scale of the deep tunnel rockburst disaster on site according to the embodiment of the present invention;
fig. 7 is a schematic diagram of a rock burst occurrence position structure of a deep-buried tunnel rock burst disaster scale on-site rapid estimation method according to an embodiment of the present invention;
fig. 8 is a schematic structural diagram of an arrangement manner of control points of a method for rapidly estimating the scale of a deep-buried tunnel rockburst disaster on site according to an embodiment of the present invention;
fig. 9 is a schematic structural diagram of a fitting result of the section 2 of the method for rapidly estimating the scale of the deep tunnel rockburst disaster in the field according to the embodiment of the present invention;
fig. 10 is a schematic structural diagram of a vertical section fitting result of the on-site rapid estimation method for the scale of the deep tunnel rockburst disaster according to the embodiment of the present invention;
fig. 11 is a schematic structural diagram of a relationship between blasting pit cross sections in the method for rapidly estimating the scale of the deep tunnel rockburst disaster in the field according to the embodiment of the present invention.
Detailed Description
The technical solutions in the embodiments of the present invention are clearly and completely described below with reference to the drawings in the embodiments of the present invention, but it should be understood that the scope of the present invention is not limited by the specific embodiments.
Referring to fig. 1-11, the invention provides a method for rapidly estimating the scale of a rock burst disaster in a deeply buried tunnel on site, which adopts the damaged surface area of a cave wall rock mass and the volume of a burst pit to rapidly estimate the scale of the rock burst disaster, and comprises the following steps:
1. pit type explosion pit model
(1) When the tunnel wall at the rock burst occurrence position is linear, the surrounding rock of the tunnel wall of the pit burst pit destroys the surface area S 1 And volume V of explosion pit 1 The approximate estimation models of (1) are respectively as follows:
S 1 ＝ab
the length of the pit-type blasting pit along the axial direction of the tunnel is recorded as a, the height of the pit-type blasting pit on the wall of the tunnel is recorded as b, and the depth of the pit is recorded as h; taking the axial direction of the tunnel as an X axis, and taking the excavation direction as the positive direction of the X axis; the X axis rotates clockwise by 90 degrees to be the Y axis, and the concave side of the hole wall is in the positive direction of the Y axis; the Z axis is vertical to the X axis and the Y axis simultaneously, the direction of the arch top of the tunnel is the forward direction of the Z axis, and the lower limit of the explosion pit towards the tunnel opening is the origin of coordinates O, so that a tunnel construction engineering coordinate system is formed;
(2) When the tunnel wall at the rock burst generation position is arc-shaped, the surrounding rock of the hole wall of the pit type burst pit destroys the surface area S 2 And volume V of explosion pit 2 The estimation models of (1) are respectively as follows:
wherein: r is the radius of the arc, Δ V is the volume of the portion ikm:
2. v-shaped explosion pit model
(1) When the tunnel wall at the rock burst occurrence position is linear (straight side wall of horseshoe-shaped tunnel), the surrounding rock of the tunnel wall of the pit type burst pit destroys the surface area S 3 And volume V of explosion pit 3 The approximate estimation models of (1) are respectively as follows:
wherein the axial length of the V-shaped explosion pit along the tunnel is a 1 Maximum value b of blast pit height on V-shaped blast pit wall 1 Minimum value b 2 (ii) a Maximum value h of pit depth 1 Minimum value h 2 ；
(2) When the tunnel wall at the rock burst occurrence position is arc-shaped (horseshoe-shaped tunnel vault or circular tunnel), the surrounding rock of the wall of the pit type burst pit breaks the surface area S 4 And volume V of explosion pit 4 The estimation models of (1) are respectively as follows:
the establishment mode of the coordinate system of the V-shaped explosion pit model is the same as the establishment mode of the coordinate system of the pit type explosion pit model.
A method for rapidly estimating the scale of the deeply buried tunnel rockburst disaster on site is characterized by comprising the following steps of:
marking the cross section of an original point O as a No. I cross section, namely a left boundary of an explosion pit, sequentially selecting No. II, III and IV cross sections of the explosion pit from the No. I cross section along the X-axis positive direction, and taking the right boundary of the explosion pit as a No. V cross section;
step two, arranging 5 control points on each cross section: upper and lower end points A and E of the cross section of the blasting pit, the deepest point C of the blasting pit on the cross section, and two points B, D between the deepest point and the end points are respectively arranged;
recording coordinates of the control points, fitting the coordinates, analyzing fitting results to obtain characteristics of a profile curve of the surface of the blasting pit, and establishing a blasting pit scale estimation model;
and step four, calculating the damaged surface area S of the cave wall rock mass and the volume V of the blasting pit according to the blasting pit scale estimation model.
When the rock burst pit is in a pit type, the profile curve of the surface of the burst pit is in a quadratic function form; when the rock blasting explosion pit is in a V shape, the profile curve of the surface of the explosion pit is in a linear function form.
The blasting pit scale estimation model comprises a pit type blasting pit model and a V-shaped blasting pit model.
The specific embodiment is as follows:
(1) U-shaped tunnel pit type explosion pit
In the process of constructing a water diversion tunnel 2# of a brocade secondary hydropower station (construction by a step method) 9+ 197-9 +212 section at the bottom in 5-25 days in 2011 and 3 < 00 > in the early morning, strong rock burst occurs at the joint part of the upper step and the lower step of the tunnel, so that the section of the tunnel is invalid in support, a large amount of side wall rock mass collapses to form a large-area collapsed cavity, ejected rock masses are ejected, and two operating personnel under construction are injured.
After the rock burst stops, measuring the range of the blast pit, wherein the length of the blast pit is about 15m, the height of the blast pit is about 4m, distributing points in the blast pit according to the method, counting 25 control points,
the section I and the section V are left and right boundaries of the blasting pit, the rock burst depth is shallow, the law is not obvious, control point coordinates on the rest 3 sections are respectively fitted, the result shows that the control point coordinates obey a quadratic function form, the fitting degrees are all more than 90%, and therefore, a profile curve of the blasting pit cross section can be drawn by adopting a quadratic parabola. And 3 sections are observed, the maximum depths of the blasting pits are not at the same height, the heights of the maximum depths of the blasting pits of the II and III sections are both about half (2 m) of the total height of the blasting pits, and the height deviation of the maximum depth of the blasting pit of the IV section is large. According to mathematical knowledge, the maximum values of parabolas in the same interval are the same, the fixed integrals of the functions in the interval are the same, the area of the section of the blasting pit is calculated by the method, the height of the maximum depth of the blasting pit of the section IV can be moved to the height equal to the height of the maximum depth of the section II and the section III, the area of the section IV is not changed, the estimation of the scale of the blasting pit is not influenced, the coordinate of the control point at the maximum depth of the blasting pit after adjustment is fitted, and the characteristics of the profile curve of the longitudinal section where the maximum depth of the section of the blasting pit is located are researched.
The result shows that the fitting degree is 92% according to the quadratic function form, and therefore, the quadratic parabola is reasonable to be used for describing the outline curve of the vertical section where the maximum depth of the cross section of the blasting pit is located. Calculating the damage surface area (S) and the volume (V) of the blasting pit of the cave wall rock mass according to the fitting result and the rock burst scale estimation formula when the fitting result obeys the form of the quadratic function
Surface area of destruction of surrounding rock:
S＝ab＝15×4＝60(m 2 )
blasting pit volume:
(2) Round tunnel pit type rock burst
In the process of excavating the lower step of the 1# diversion tunnel at the east end of the brocade screen secondary hydropower station in 9/4/2011, the side wall on the left side of the 9+ 255-9 +265 pile number section is subjected to medium-strong rock burst, so that the section is in support failure, the side wall rock mass collapses greatly, and a large-area collapse cavity is formed.
And after the rock burst is stopped, measuring the range of the blasting pit, wherein the length of the blasting pit is about 10m, the height of the blasting pit is about 4.5m, points are distributed in the blasting pit, and the maximum depth of the blasting pit is 1.9m.
And fitting the coordinates of the control points, wherein the result shows that the coordinates obey a quadratic function form, and the fitting degree is more than 89%. Calculating the damage surface area (S) and the volume (V) of the blasting pit of the cave wall rock mass according to the fitting result and the rock burst scale estimation formula when the fitting result obeys the form of the quadratic function
Cave wall rock mass destruction surface area:
blasting pit volume:
the formula for estimating the size of the blasting pit mainly aims at the most common pit-type blasting pits and V-shaped blasting pits, and the forms of the blasting pits in actual engineering can be various and need to be flexibly applied.
When the volume of the blasting pit is calculated for the blasting pit, the blasting pit can be divided into three dimple-shaped blasting pits, the height of the blasting pit is suddenly changed at the junction of the three dimple-shaped blasting pits, and the volumes of the three sections of blasting pits are respectively calculated and summed; the blasting pit can also be divided into two V-shaped blasting pits, the joint of the blasting pits has depth mutation, and the total volume of the blasting pits can be obtained by calculating the volume summation of the two V-shaped blasting pits in sections.
In actual engineering, special explosion pits which cannot be segmented can be encountered, an explosion pit model is estimated and established, and a new estimation method is required to be established when a formula for estimating the scale of the explosion pits is invalid. For the estimation of the rock burst size, the main concern should be the upper limit of the burst pit volume, and fig. 11 divides the relationship of rectangular section, dimple section, V section and special burst pit section into three.
The cross section of the irregular blast pit in fig. 11 (a) is mostly below the V-shaped blast pit, but only a small part of the cross section exceeds the V-shaped wire frame, and the V-shaped frame can be considered as the upper limit of the cross section of the complex blast pit in this case. The complex blasting pit section in fig. 11 (b) floats inside and outside the V-shaped frame, and according to specific conditions, when the area of the blasting pit inside the V-shaped frame is greater than or equal to the area of the blasting pit section outside the V-shaped frame, a V-shaped wire frame can be adopted as the upper limit of the complex blasting pit cross section in such a situation, or based on safety considerations, the pit-shaped section with the same maximum depth can be directly taken as the upper limit of the complex blasting pit cross section. Fig. 11 (c) and fig. 11 (b) are the same, and whether the dimple-shaped explosion pits can be used as an upper limit or not is analyzed according to specific situations, or a rectangular frame is directly used as an upper limit of the cross section of the complex explosion pits.
In conclusion, on the basis of measurement and fitting analysis of basic data such as positions of a limited number of measuring points in a tunnel surrounding rock burst pit, rock mass damage depth, distance between the measuring points and the like, a geometric generalized model capable of approximately representing the three-dimensional form of the rock burst pit is constructed, so that a mathematical estimation formula of the scale of the burst pit is further provided, the deviation possibly caused by calculating the scale of the burst pit according to the slag-out amount of the ejection rock blocks can be overcome or reduced by using the novel method, the defects of the currently adopted method are overcome, the estimation precision of the scale of the rock burst pit is improved, and more reasonable and reliable support is provided for accurate estimation of the severity of the rock burst disaster.
The above disclosure is only one specific embodiment of the present invention, however, the present invention is not limited thereto, and any variations that can be made by those skilled in the art are intended to fall within the scope of the present invention.
Claims (5)
1. A method for quickly estimating the scale of a rock burst disaster of a deep-buried tunnel on site is characterized by comprising the following steps:
marking the cross section where the original point O is positioned as a No. I cross section, namely the left boundary of the blasting pit, sequentially selecting No. II, III and IV cross sections of the blasting pit from the No. I cross section along the X-axis positive direction, and taking the right side boundary of the blasting pit as a No. V cross section;
step two, arranging 5 control points on each cross section: upper and lower end points A and E of the cross section of the blasting pit, the deepest point C of the blasting pit on the cross section, and two points B, D between the deepest point and the end points are respectively arranged;
recording coordinates of the control points, fitting the coordinates, analyzing fitting results to obtain characteristics of a profile curve of the surface of the blasting pit, and establishing a blasting pit scale estimation model;
step four, calculating the damage surface area S and the volume V of the blast pit of the cave wall rock mass according to the blast pit scale estimation model;
the blast pit scale estimation model comprises:
1. pit type explosion pit model
(1) When the tunnel wall at the rock burst occurrence position is linear, the surrounding rock damage table of the tunnel wall of the pit is exploded by the pitArea S 1 And volume V of explosion pit 1 The approximate estimation models of (1) are respectively as follows:
S 1 ＝ab
the length of the pit type explosion pit along the axial direction of the tunnel is recorded as a, the height of the explosion pit of the pit type explosion pit on the wall of the tunnel is recorded as b, and the depth of the explosion pit is recorded as h; taking the axial direction of the tunnel as an X axis, and taking the excavation direction as the positive direction of the X axis; the X axis rotates clockwise by 90 degrees to be the Y axis, and the concave side of the hole wall is in the positive direction of the Y axis; the Z axis is perpendicular to the X axis and the Y axis simultaneously, the direction of the arch crown of the tunnel is the forward direction of the Z axis, and the lower limit of the blasting pit towards the tunnel opening is the origin of coordinates O, so that a tunnel construction engineering coordinate system is formed;
(2) When the tunnel wall at the rock burst occurrence position is arc-shaped, the surrounding rock of the tunnel wall of the pit is destroyed by the surface area S 2 And volume V of explosion pit 2 The estimation models of (1) are respectively as follows:
wherein: r is the radius of the arc, Δ V is the volume of portion ikm:
2. v-shaped explosion pit model
(1) When the tunnel wall at the rock burst occurrence position is linear, the surrounding rock of the tunnel wall of the pit burst pit destroys the surface area S 3 And volume V of explosion pit 3 The approximate estimation models of (1) are respectively as follows:
wherein the axial length of the V-shaped explosion pit along the tunnel is a 1 Maximum value b of blast pit height on V-shaped blast pit wall 1 Minimum value b 2 (ii) a Maximum value h of pit depth 1 Minimum value h 2 ；
(2) When the tunnel wall at the rock burst occurrence position is arc-shaped, the surrounding rock of the tunnel wall of the pit is destroyed by the surface area S 4 And volume V of explosion pit 4 The estimation models of (1) are respectively as follows:
2. the method for rapidly estimating the scale of the deep-buried tunnel rockburst disaster on site according to claim 1, wherein the establishment mode of the coordinate system of the V-shaped blasting pit model is the same as the establishment mode of the coordinate system of the pit type blasting pit model.
3. The method for rapidly estimating the size of the deep-buried tunnel rockburst disaster in the field according to claim 1, wherein when the rockburst pit is of a pit type, the profile curve of the surface of the rockburst pit is in a quadratic function form or a cubic function form.
4. The on-site rapid estimation method for the scale of the deep-buried tunnel rockburst disaster according to claim 1, wherein when the rockburst pit is in a shape of a "V", the profile curve of the surface of the rockburst pit is in a form of a linear function.
5. The on-site rapid estimation method for the scale of the deep-buried tunnel rockburst disaster according to claim 1, wherein the estimation model for the scale of the blast pit comprises a pit-type blast pit model and a V-shaped blast pit model.
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| CN111368359B (en) * | 2020-02-25 | 2023-07-07 | 浙江大学城市学院 | Tunnel plate crack buckling type rock burst judging method |
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