CN114382489A - Tunnel vibration reduction control blasting structure and construction method - Google Patents
Tunnel vibration reduction control blasting structure and construction method Download PDFInfo
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- CN114382489A CN114382489A CN202111647062.8A CN202111647062A CN114382489A CN 114382489 A CN114382489 A CN 114382489A CN 202111647062 A CN202111647062 A CN 202111647062A CN 114382489 A CN114382489 A CN 114382489A
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- 238000005422 blasting Methods 0.000 title claims abstract description 173
- 238000010276 construction Methods 0.000 title claims abstract description 54
- 230000009467 reduction Effects 0.000 title description 16
- 230000002093 peripheral effect Effects 0.000 claims abstract description 122
- 238000009412 basement excavation Methods 0.000 claims abstract description 68
- 238000013016 damping Methods 0.000 claims abstract description 27
- 239000011435 rock Substances 0.000 claims abstract description 26
- 239000002360 explosive Substances 0.000 claims description 24
- 238000013461 design Methods 0.000 claims description 13
- 239000002893 slag Substances 0.000 claims description 8
- 238000005553 drilling Methods 0.000 claims description 5
- 125000004122 cyclic group Chemical group 0.000 claims description 3
- 239000011159 matrix material Substances 0.000 claims description 3
- 230000035515 penetration Effects 0.000 claims description 3
- 238000000034 method Methods 0.000 abstract description 16
- 238000006243 chemical reaction Methods 0.000 abstract description 10
- 230000000694 effects Effects 0.000 description 19
- 230000008569 process Effects 0.000 description 9
- 238000005474 detonation Methods 0.000 description 6
- 230000007547 defect Effects 0.000 description 4
- 239000000843 powder Substances 0.000 description 4
- 230000000977 initiatory effect Effects 0.000 description 3
- 238000009430 construction management Methods 0.000 description 2
- 230000008878 coupling Effects 0.000 description 2
- 238000010168 coupling process Methods 0.000 description 2
- 238000005859 coupling reaction Methods 0.000 description 2
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- 238000007599 discharging Methods 0.000 description 2
- 239000003814 drug Substances 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000007363 ring formation reaction Methods 0.000 description 2
- 238000007789 sealing Methods 0.000 description 2
- 230000005641 tunneling Effects 0.000 description 2
- 238000009423 ventilation Methods 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 230000004323 axial length Effects 0.000 description 1
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- 239000003153 chemical reaction reagent Substances 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 230000007123 defense Effects 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
- E21D9/006—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by making use of blasting methods
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
- E21D9/03—Driving non-circular tunnels
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
- E21D9/12—Devices for removing or hauling away excavated material or spoil; Working or loading platforms
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D1/00—Blasting methods or apparatus, e.g. loading or tamping
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D3/00—Particular applications of blasting techniques
- F42D3/04—Particular applications of blasting techniques for rock blasting
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Abstract
The invention discloses a tunnel vibration damping control blasting structure, which is used for a tunnel which penetrates a building and a structure in a hard rock area, and comprises the following components: the lower half-section blasting area comprises a cut eye area, a first auxiliary eye area, a first peripheral eye area and a bottom plate eye area; and the upper half-section blasting area comprises a second auxiliary eye area, a second peripheral eye area, a third auxiliary eye area, an inner circle eye area and a third peripheral eye area. The invention is provided with an upper blasting area and a lower blasting area, adopts the blasting sequence construction from bottom to top, reduces the arrangement quantity of blastholes under the condition of ensuring the blasting quality, has less construction procedure conversion and controllable blasting vibration speed, can lead the primary support of the excavation surface to be sealed and looped in time, and has high construction speed, safety and controllability.
Description
Technical Field
The invention relates to the technical field of blasting control in tunnel engineering. More specifically, the invention relates to a tunnel vibration damping control blasting structure and a construction method.
Background
At present, tunnel excavation construction is inevitable without encountering structures around an excavation line, in particular urban underground space development projects such as urban rail transit, municipal tunnels, urban underground civil air defense and the like, when the tunnel surrounding rock is hard and structures exist at the periphery, in order to ensure that the structures of the structures are not influenced, the excavation process method can select the excavation methods with slow progress, high cost and fussy construction, such as mechanical excavation, manual excavation, static blasting, presplitting blasting, digital electronic detonator blasting and the like, the tunnel excavation cost and the risk management and control responsibility are greatly increased, the arrangement of the blastholes of the existing blasting structure is unreasonable, the number of the blastholes is large, and then slowed down the construction progress of tunnel blasting, prolonged construction cycle, increased the cost of tunnel excavation once more, in addition, the construction progress is slow, and the process conversion is complicated and leads to in time strutting the tunnel, brings huge safe risk for the construction.
Disclosure of Invention
An object of the present invention is to solve at least the above problems and to provide at least the advantages described later.
The invention also aims to provide a tunnel vibration damping control blasting structure, which overcomes the technical defects of unreasonable arrangement of blast hole structures and more blast holes in the prior art.
The invention also aims to provide a construction method of the tunnel vibration reduction control blasting structure, which overcomes the technical defects that the tunnel cannot be supported in time due to slow construction progress and complex process conversion of the conventional tunnel blasting construction method.
To achieve these objects and other advantages and in accordance with the purpose of the invention, there is provided a tunnel damping control blasting structure for a tunnel which passes under a building, a structure, in a hard rock region, the tunnel damping control blasting structure comprising:
the lower half-section blasting area comprises a cut eye area, a first auxiliary eye area, a first peripheral eye area and a bottom plate eye area, wherein the first auxiliary eye area is arranged on the lower step and is positioned at the periphery of the cut eye area; the cutting hole area comprises a plurality of vertical cutting holes distributed at intervals along the center line of the tunnel, four symmetrically arranged main cutting hole groups, four auxiliary cutting hole groups and four reaming holes, wherein the four symmetrically arranged main cutting hole groups are arranged in a matrix mode by taking one vertical cutting hole positioned in the middle as the center; the two main cutting hole groups positioned at the upper part are positioned on the middle step, and the two main cutting hole groups positioned at the lower part are positioned on the lower step; an auxiliary cutting hole group and an expanding cutting hole are sequentially arranged on the outer side of any main cutting hole group from inside to outside, any main cutting hole group comprises a plurality of main cutting holes which are arranged at intervals along the vertical direction, and any auxiliary cutting hole group comprises a plurality of auxiliary cutting holes which are arranged at intervals along the vertical direction;
the upper half-section blasting area comprises a second auxiliary eye area arranged on the middle step, a second peripheral eye area arranged on the middle step, a third auxiliary eye area arranged on the arch part of the upper step, an inner ring eye area arranged on the periphery of the third auxiliary eye area and a third peripheral eye area arranged on the periphery of the inner ring eye area;
the first auxiliary eye area and the second auxiliary eye area are located between the slot expanding eye and the excavation contour line of the side wall of the tunnel.
Preferably, in the tunnel vibration damping control blasting structure, the number of the vertical cut holes is 3; any main cutting hole group comprises three main cutting holes which are arranged at intervals along the vertical direction; any auxiliary cutting hole group comprises two auxiliary cutting holes which are arranged at intervals along the vertical direction.
Preferably, in the tunnel vibration reduction control blasting structure, the horizontal distance between any main cutting hole group and one auxiliary cutting hole group corresponding to the main cutting hole group is 0.3-0.4 m;
for any main slotted hole group, the vertical distance between any two adjacent main slotted holes is 0.4-0.5 m;
for any auxiliary slotted hole group, the vertical distance between any two adjacent auxiliary slotted holes is 0.4-0.5 m;
the distance between the main cutting hole at the lower part and the bottom plate hole area is 0.4-0.6 m.
Preferably, the tunnel damping control blasting structure, first peripheral eye district includes two first peripheral eye groups that set up along tunnel central line symmetry, arbitrary first peripheral eye group includes a plurality of first peripheral eyes along lower step side wall excavation contour line interval arrangement, the interval of two arbitrary adjacent first peripheral eyes is 0.45 ~ 0.55m, and interval from the top down reduces gradually, the explosive amount from the top down of filling in a plurality of first peripheral eyes increases gradually.
Preferably, in the tunnel vibration damping control blasting structure, the bottom plate eye area comprises a plurality of bottom plate eyes which are arranged at intervals along the bottom profile of the tunnel, and the distance between any two adjacent bottom plate eyes is 0.8-1.0 m.
Preferably, in the tunnel vibration damping control blasting structure, the distance between the third auxiliary eye area and the inner ring eye area is 0.7-0.9 m; the distance between the inner circle eye area and the third peripheral eye area is 0.5-0.6 m.
Preferably, the second auxiliary eye area of the tunnel vibration damping control blasting structure comprises two second auxiliary eye groups symmetrically arranged along the center line of the tunnel; the vertical distance between the slot expanding eye positioned on the middle step and one second auxiliary eye group corresponding to the slot expanding eye is 0.4-0.5 m, and the vertical distance between the slot expanding eye positioned on the lower step and one first auxiliary eye group corresponding to the slot expanding eye is 0.4-0.5 m;
the second peripheral eye area comprises a plurality of second peripheral eyes which are arranged at intervals along the excavation contour line of the middle step side wall, and the distance between any two adjacent second peripheral eyes is 0.45-0.55 m;
the third auxiliary eye area comprises a plurality of third auxiliary eyes which are equal to the radial distance of the upper step arch part contour line and are arranged at intervals, and the distance between any two adjacent third auxiliary eyes is 1.1-1.3 m;
the inner ring eye area comprises a plurality of inner ring eyes which have the same radial distance with the upper step arch part contour line and are arranged at the periphery of the third auxiliary eye area at intervals, and the distance between any two adjacent inner ring eyes is 0.9-1.1 m;
the third peripheral eye area comprises a plurality of third peripheral eyes which are arranged at intervals along the contour line of the arch part of the upper step, and the distance between any two adjacent third peripheral eyes is 0.4-0.5 m.
Preferably, in the tunnel vibration damping control blasting structure, the axes of any main slitting hole, any auxiliary slitting hole and any reaming hole are all obliquely extended towards the direction far away from the tunnel face along the excavation direction, and the included angle between the axis of any main slitting hole, any auxiliary slitting hole and any reaming hole and the tunnel face is 58-80 degrees.
Preferably, in the tunnel vibration reduction control blasting structure, the depths of any first peripheral eye, any first auxiliary eye, any second peripheral eye, any third peripheral eye, any inner ring eye and any third auxiliary eye are all the tunnel blasting design cyclic depth of penetration;
the depth of any main cutting hole is 20-40 cm greater than the circulating footage depth of the tunnel blasting design;
the depth of any auxiliary cutting hole, any expanding slot hole and any bottom plate hole is 10-20 cm larger than the circulating footage depth of the tunnel blasting design;
the depth of any vertical slotted hole is 1.3-1.5 m, and the distance between any two adjacent vertical slotted holes is 0.9-1.0 m;
the aperture of any first peripheral eye, any first auxiliary eye, any second peripheral eye, any third peripheral eye, any inner ring eye, any third auxiliary eye, any bottom plate eye, any main cutting hole, any auxiliary cutting hole, any expanding cutting hole and any vertical cutting hole is 42 cm.
The invention also provides a construction method of the tunnel vibration reduction control blasting structure, which comprises the following steps:
step one, carrying out blasthole drilling on an upper half-section blasting area and a lower half-section blasting area by using a full-section excavation rack;
secondly, filling explosives in each blast hole of the lower half-section blasting area, sequentially detonating according to the sequence of the vertical slotted hole → the main slotted hole → the auxiliary slotted hole → the slot expanding hole → the first auxiliary eye area → the first peripheral eye area → the bottom plate eye area, ventilating the lower half-section blasting area, and then leveling the blasted field;
thirdly, filling explosives into each blasthole in the upper half-section blasting area, and sequentially detonating according to the sequence of the second auxiliary hole area → the second peripheral hole area → the third auxiliary hole area → the inner ring hole area → the third peripheral hole area; ventilating the blasting area of the upper half section;
and step four, collecting and transporting out the blast hole slag by utilizing a slag loader and a dump truck.
The invention at least comprises the following beneficial effects:
1. according to the invention, the upper blasting area and the lower blasting area are arranged, the lower half section adopts a horizontal wedge-shaped cut, the cut forming effect is good, the arrangement quantity of blast holes is reduced under the condition of ensuring the blasting quality, the tunnel excavation construction progress is accelerated, the dosage of the cut holes can be adjusted according to the surrounding environment, and the construction safety risk can be reduced; the lower half-section blasting area is used as a first blasting area and comprises a middle step cutting hole and all blast holes of a lower step, the first blasting charge amount can be reduced to the maximum extent, the blasting vibration damage is reduced, the ballast pile formed after the first blasting can be utilized without first ballast discharging, the upper half-section charging is carried out by taking the ballast pile as a charging table top, the time interval between two times of blasting is reduced, the process conversion is reduced, large-scale equipment can be utilized for construction, the construction progress is fast, the forming effect after blasting is good, a complete excavation section can be formed after blasting, the initial support of a tunnel can be sealed in time to form a ring, and the construction safety is facilitated;
2. according to the invention, the tunnel face is divided into an upper area and a lower area to be respectively blasted, and the blasting is carried out according to the sequence of firstly blasting and then blasting, so that the primary blasting explosive quantity can be effectively reduced, the vibration speed can be reduced, the rapid connection conversion of the excavation process can be realized, and the defects of slow construction progress, complex process conversion and incapability of timely supporting of vibration reduction control blasting in the past are overcome;
3. according to the blasting method, on the premise of ensuring the structure safety of the surface structure, the tunnel excavation face is subjected to cut blasting, and the blasting vibration speed is controlled within 1.5cm/s, so that a free face is formed, and a foundation is laid for subsequent low-vibration-speed excavation; the construction method can be applied to large-scale mechanical equipment construction, the process conversion is less, the time is short, the number of blastholes is small, and the tunnel excavation construction progress can be accelerated; the tunnel excavation forming machine has the advantages that the excavation effect is good, the tunnel excavation forming quality is high, the tunnel excavation exceeding and lacking control is convenient to carry out, the construction cost is reduced, and the field construction management and control are more convenient; by adopting the blasting structure, the invention can complete the primary support sealing ring formation of the tunnel excavation surface in time and improve the construction safety.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention.
Drawings
FIG. 1 is a schematic view of a tunnel shock-absorbing blasting structure of the present invention;
FIG. 2 is a schematic structural view of the undercut eye region of the present invention;
FIG. 3 is a schematic diagram of one-time drilling construction by using an excavation rack on the upper and lower half sections in the step one of the tunnel blasting construction method of the invention;
FIG. 4 is a schematic structural plan view of a slotted hole region in the first step of the tunnel blasting construction method of the present invention;
FIG. 5 is a schematic view of blasting construction and blasting hole charging of a lower half-section in the second step of the tunnel blasting construction method of the present invention;
FIG. 6 is a schematic diagram of blast hole charging and blasting construction of an upper half section in the third step of the tunnel blasting construction method of the invention;
FIG. 7 is a cross-sectional view of the tunnel blasting construction method of the present invention after completion of the four steps of full-section ballasting transportation and preliminary bracing construction.
Description of reference numerals: a-a lower half-section blasting area; b-an upper half-section blasting area; c-tunnel centerline; d-a boundary line; E. f-cut hole area;
1-vertically cutting a slot; 2-main cutting hole; 3-auxiliary cutting holes; 4-expanding the slot hole; 5-a first auxiliary eye; 6-1, 6-2, 6-3, 6-4 of the first peripheral eye; 7-bottom plate hole; 8-a second auxiliary eye; 9-second peripheral eye; 10-a third auxiliary eye; 11-inner circle hole; 12-third peripheral eye;
a. b, c is an included angle between the axis of the cutting hole and the tunnel face; d-the distance between the bottoms of the main cutting holes; h-excavating and footage; m, n-drilling ultra-deep;
i, surrounding rock stratum around the tunnel; g-1-a front view of a full-section excavation rack of a tunnel; g-2-side view of a full-section excavation rack of the tunnel; j-carrying out blast holes on the face of the palm;
k-the lower half section is filled with blast holes; l-the upper half section is filled with blast holes; m, utilizing the crushed and trimmed ballast of the lower half section to place a temporary operation field of the upper half section charging operation platform; and (4) an upper half-section charging operation platform.
Detailed Description
The present invention is further described in detail below with reference to the drawings and examples so that those skilled in the art can practice the invention with reference to the description.
It will be understood that terms such as "having," "including," and "comprising," as used herein, do not preclude the presence or addition of one or more other elements or groups thereof.
It is to be noted that the experimental methods described in the following embodiments are all conventional methods unless otherwise specified, and the reagents and materials are commercially available unless otherwise specified.
In the description of the present invention, the terms "lateral", "longitudinal", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc., indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, are only for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, should not be construed as limiting the present invention.
As shown in fig. 1 to 2, the present invention provides a tunnel vibration damping controlled blasting structure for a tunnel which passes through a building or a structure in a hard rock region, the tunnel vibration damping controlled blasting structure including:
the lower half-section blasting area comprises a cut eye area arranged on the middle step and the lower step, a first auxiliary eye area arranged on the lower step and positioned at the periphery of the cut eye area, a first peripheral eye area arranged at the periphery of the first auxiliary eye area and a bottom plate eye area arranged at the bottom of the tunnel; the cutting hole area comprises a plurality of vertical cutting holes distributed at intervals along the center line of the tunnel, four symmetrically arranged main cutting hole groups, four auxiliary cutting hole groups and four reaming holes, wherein the four symmetrically arranged main cutting hole groups are arranged in a matrix mode by taking one vertical cutting hole positioned in the middle as the center; the two main cutting hole groups positioned at the upper part are positioned on the middle step, and the two main cutting hole groups positioned at the lower part are positioned on the lower step; an auxiliary cutting hole group and an expanding cutting hole are sequentially arranged on the outer side of any main cutting hole group from inside to outside, any main cutting hole group comprises a plurality of main cutting holes which are arranged at intervals along the vertical direction, and any auxiliary cutting hole group comprises a plurality of auxiliary cutting holes which are arranged at intervals along the vertical direction;
the upper half-section blasting area comprises a second auxiliary eye area arranged on the middle step, a second peripheral eye area arranged on the middle step, a third auxiliary eye area arranged on the arch part of the upper step, an inner ring eye area arranged on the periphery of the third auxiliary eye area and a third peripheral eye area arranged on the periphery of the inner ring eye area;
the first auxiliary eye area and the second auxiliary eye area are located between the slot expanding eye and the excavation contour line of the side wall of the tunnel.
In the technical scheme, the upper blasting area and the lower blasting area are arranged, so that the arrangement quantity of blastholes is reduced, the tunnel excavation construction progress is accelerated, and the construction safety risk is reduced under the condition that the blasting quality is ensured.
The lower half-section blasting area does not comprise a second peripheral eye group and a second auxiliary eye group corresponding to a middle step, the middle step refers to a middle construction area of a side wall of the tunnel, construction is mainly carried out by utilizing an excavation bench middle platform, and the lower step refers to a lower construction area of the side wall of the tunnel, and construction operation is mainly carried out on the ground. In order to reduce the explosive quantity of the first detonation and form a better blank surface, the middle step is only provided with a cutting hole;
the lower half-section blasting area has a full-section blasting cut effect, the cut effect is good, the cut blasting charge can be reduced to the maximum extent, and the charge of lower half-section blasting is reduced; in actual construction, the distance between the holes and the explosive loading can be locally optimized according to the actual surrounding rock grade and rock stratum fracture conditions and the blasting vibration speed measurement result, and if the rock in the cut area is broken and weak, the explosive loading of the vertical cut hole can be reduced, so that the maximum vibration speed of the whole lower half-section blasting is controlled within the design and standard allowable range.
And (4) enabling the rest blastholes (a second auxiliary hole area and a second peripheral hole area) corresponding to the middle step to belong to the upper half-face blasting area.
In another technical scheme, in the tunnel vibration reduction control blasting structure, the number of the vertical cut holes is 3; any main cutting hole group comprises three main cutting holes which are arranged at intervals along the vertical direction; any auxiliary cutting hole group comprises two auxiliary cutting holes which are arranged at intervals along the vertical direction. The lower half-section blasting area is assigned with the cut eye area, preferably, the cut eye area comprises 3 vertical cut eyes and two single-stage horizontal wedge-shaped cut areas of a middle step and a lower step, each cut area comprises 2 groups of main cut eyes, 2 groups of auxiliary cut eyes and 2 groups of reaming eyes, and the cut eye area is designed with 27 cut eyes in total, as shown in fig. 1.
In another technical scheme, in the tunnel vibration reduction control blasting structure, the horizontal distance between any main cutting hole group and one auxiliary cutting hole group corresponding to the main cutting hole group is 0.3-0.4 m;
for any main slotted hole group, the vertical distance between any two adjacent main slotted holes is 0.4-0.5 m;
for any auxiliary slotted hole group, the vertical distance between any two adjacent auxiliary slotted holes is 0.4-0.5 m;
the distance between the main cutting hole at the lower part and the bottom plate hole area is 0.4-0.6 m.
The spacing between various blastholes and similar blastholes is optimally designed, so that the subsequent slotted hole forming effect can be improved, the subsequent hole charging amount can be reduced, and the vibration can be reduced on the basis of ensuring the detonation effect and the safety.
In another technical scheme, the tunnel vibration damping control blasting structure, first peripheral eye district include two first peripheral eye groups along tunnel central line symmetry setting, arbitrary first peripheral eye group includes a plurality of first peripheral eyes along step side wall excavation contour line interval arrangement down, the interval of two arbitrary adjacent first peripheral eyes is 0.45 ~ 0.55m, and interval from the top down reduces gradually, the explosive amount from the top down that packs in a plurality of first peripheral eyes increases gradually. So as to overcome the clamping resistance of the rock at the wall corner part of the tunnel side during blasting.
In another technical scheme, the tunnel vibration damping control blasting structure comprises a plurality of bottom plate holes arranged at intervals along the bottom contour of the tunnel, and the distance between any two adjacent bottom plate holes is 0.8-1.0 m. The distance between the bottom plate holes is optimally designed, so that the forming effect of subsequent slotted holes can be improved, the subsequent dosage of the holes can be reduced, and the vibration can be reduced on the basis of ensuring the detonation effect and safety.
In another technical scheme, in the tunnel vibration reduction control blasting structure, the distance between the third auxiliary eye area and the inner ring eye area is 0.7-0.9 m; the distance between the inner circle eye area and the third peripheral eye area is 0.5-0.6 m. The spacing between various blastholes and similar blastholes is optimally designed, so that the subsequent slotted hole forming effect can be improved, the subsequent hole charging amount can be reduced, and the vibration can be reduced on the basis of ensuring the detonation effect and the safety.
In another technical scheme, in the tunnel vibration reduction control blasting structure, the second auxiliary eye area comprises two second auxiliary eye groups symmetrically arranged along a center line of the tunnel; the vertical distance between the slot expanding eye positioned on the middle step and one second auxiliary eye group corresponding to the slot expanding eye is 0.4-0.5 m, and the vertical distance between the slot expanding eye positioned on the lower step and one first auxiliary eye group corresponding to the slot expanding eye is 0.4-0.5 m;
the second peripheral eye area comprises a plurality of second peripheral eyes which are arranged at intervals along the excavation contour line of the middle step side wall, and the distance between any two adjacent second peripheral eyes is 0.45-0.55 m;
the third auxiliary eye area comprises a plurality of third auxiliary eyes which have the same radial distance with the upper step arch contour line (the arc structure formed by the third auxiliary eyes is consistent with the upper step arch contour line structure) and are arranged at intervals, and the distance between any two adjacent third auxiliary eyes is 1.1-1.3 m;
the inner ring eye area comprises a plurality of inner ring eyes which have the same radial distance with the upper step arch part contour line and are arranged at the periphery of the third auxiliary eye area at intervals, and the distance between any two adjacent inner ring eyes is 0.9-1.1 m;
the third peripheral eye area comprises a plurality of third peripheral eyes which are arranged at intervals along the contour line of the arch part of the upper step, and the distance between any two adjacent third peripheral eyes is 0.4-0.5 m.
The spacing between various blastholes and similar blastholes is optimally designed, so that the subsequent slotted hole forming effect can be improved, the subsequent hole charging amount can be reduced, and the vibration can be reduced on the basis of ensuring the detonation effect and the safety.
In another technical scheme, in the tunnel vibration reduction control blasting structure, the axes of any main cutting hole, any auxiliary cutting hole and any reaming hole are all obliquely extended towards the direction far away from the tunnel face along the excavation direction, and the included angle between the axis of any main cutting hole, any auxiliary cutting hole and any reaming hole and the tunnel face is 58-80 degrees. When the tunnel is drilled with the slotted holes on two sides of the central line of the tunnel, the included angle between the axis of each slotted hole and the tunnel face is between 58 and 80 degrees on the projection of the horizontal plane, and the included angles between the axes of the slotted holes of the same group and the tunnel face are equal in size; the bottoms of the same group of the cut holes are positioned on the same tunnel cross section.
In another technical scheme, in the tunnel vibration reduction control blasting structure, the depths of any first peripheral eye, any first auxiliary eye, any second peripheral eye, any third peripheral eye, any inner ring eye and any third auxiliary eye are all the tunnel blasting design cyclic depth of penetration;
the depth of any main cutting hole is 20-40 cm greater than the circulating footage depth of the tunnel blasting design;
the depth of any auxiliary cutting hole, any expanding slot hole and any bottom plate hole is 10-20 cm larger than the circulating footage depth of the tunnel blasting design;
the depth (axial length) of any vertical slotted hole is 1.3-1.5 m, and the distance between any two adjacent vertical slotted holes is 0.9-1.0 m;
the aperture of any first peripheral eye, any first auxiliary eye, any second peripheral eye, any third peripheral eye, any inner ring eye, any third auxiliary eye, any bottom plate eye, any main cutting hole, any auxiliary cutting hole, any expanding cutting hole and any vertical cutting hole is 42 cm.
The optimized design of each blast hole parameter can improve the subsequent slotted hole forming effect, reduce the subsequent hole charge amount and reduce the vibration.
As shown in fig. 1, the tunnel is divided into a lower half section a and an upper half section B along a dividing line D, a lower step cut eye area E is arranged in the lower half section a, vertical cut eyes 1 are arranged in the cut eye area at intervals along a tunnel center line C, and preferably 3 vertical cut eyes 1 are arranged;
the main cutting hole 2, the auxiliary cutting hole 3 and the slot expanding hole 4 are arranged in two subareas of the middle step and the lower step, each subarea is arranged along the center line of the tunnel in a bilateral symmetry mode, and the main cutting hole 2, the auxiliary cutting hole 3 and the slot expanding hole 4 in any subarea form a horizontal wedge-shaped structure;
the main cutting hole group consists of 2 rows of horizontal wedge-shaped cutting holes which are symmetrical to the central line of the tunnel and have the same included angle with the tunnel face, 6 cutting holes are arranged in each row, 12 cutting holes are arranged in each row, the horizontal included angle a between the axis of each main cutting hole and the tunnel face is generally 60 degrees (+ -2 degrees), the distance d between the eyegrounds of the main cutting holes is generally 10-20 cm, and the main cutting holes are symmetrical to the two sides of the central line of the tunnel; the hole depth of the main cutting hole 2 is 10-20 cm deeper than that of the rest cutting holes on the outer side, so that the subsequent cutting hole forming effect can be improved, the subsequent hole loading amount can be reduced, and the vibration can be reduced;
the auxiliary cutting holes 3 are positioned at the positions 40cm outside the main cutting holes 2 and are arranged in a staggered mode with the main cutting holes 2, and the vertical positions are positioned in the middle of the vertical hole intervals of the main cutting holes 2; the auxiliary cut holes 3 are composed of 2 rows of horizontal wedge-shaped cut holes which are symmetrical to the central line of the tunnel and have the same included angle with the face, 4 holes in each row are 8, and the horizontal included angle b between the axis of the cut holes of the auxiliary cut holes 3 and the face is generally 67 degrees (+/-2 degrees); the auxiliary cutting hole 3 is 10-20 cm deeper than the hole groups of the first auxiliary hole 1 and the first peripheral hole (6-1, 6-2, 6-3 and 6-4), so that the subsequent cutting hole excavation forming effect can be improved, the subsequent hole loading amount can be reduced, and the vibration can be reduced;
the slotting eye 4 is positioned at the position 40cm outside the auxiliary cutting hole 3, and the vertical position is positioned in the middle of the vertical hole interval of the auxiliary cutting hole 3; the slot expanding holes 4 are composed of 2 rows of horizontal wedge-shaped cutting holes which are symmetrical to the central line of the tunnel and have the same included angle with the tunnel face, 2 holes in each row are 4, and the horizontal included angle c between the axis of the hole of the slot expanding hole 4 and the tunnel face is generally 80 degrees (+/-2 degrees); the depth of the slot expanding hole 4 is 10-20 cm deeper than that of the hole group of the first auxiliary hole and the first peripheral hole, so that the subsequent slotting hole forming effect can be improved, the subsequent hole loading amount can be reduced, and the vibration can be reduced;
the first auxiliary eyes 5 are positioned between the groove expanding eyes 4 and the first peripheral eyes 6-1, 6-2, 6-3 and 6-4, the first auxiliary eye area comprises 2 rows of first auxiliary eyes which are symmetrical to the center line of the tunnel and vertical to the tunnel face, 2 auxiliary eyes are arranged on each side, 4 auxiliary eyes are arranged on each side, the first auxiliary eyes 5 are not ultra-deep and positioned on the same excavation cross section with the first peripheral eyes 6-1, 6-2, 6-3 and 6-4, and the first auxiliary eyes are used for excavating and excavating tunnel surrounding rocks and forming a flat excavation surface;
the first peripheral eye group is arranged on the excavation contour line of the tunnel lower step side wall symmetrically to the center line of the tunnel, and comprises a plurality of first peripheral eyes (6-1, 6-2, 6-3 and 6-4) which are used for enabling the excavation contour line of the tunnel lower step side wall to form a flat excavation surface; the blasting resistance of the rock is gradually increased downwards due to the clamping action of the surrounding rocks of the basement at the side of the lower step, the dosage of the first peripheral holes is sequentially increased by one dosage from top to bottom, and the distance between the holes is sequentially reduced by 5cm from top to bottom.
The bottom plate holes are arranged on the excavation contour line of the tunnel bottom plate, comprise a plurality of bottom plate holes 7 and are used for forming a smooth and flat excavation bottom plate surface along the excavation contour line after blasting; the 7 holes of the bottom plate, the auxiliary cut hole 3 and the slot expanding hole 4 are 10-20 cm deeper than the circulating footage designed by tunnel blasting.
The upper half-section blasting area B comprises a second auxiliary eye group arranged on the outer side of a step expanding hole 4 in the tunnel, a second peripheral eye group arranged on a side wall excavation contour line of the middle step tunnel, a third auxiliary eye group arranged on an upper step arch part on the upper side of the cut area E, an inner ring eye group 11 arranged on the outer side of the third auxiliary eye group of the upper step, and a third peripheral eye group arranged on the excavation contour line of the upper step arch part.
The second auxiliary eye group is positioned between the groove expanding eye group and the middle step second peripheral eye group, the second auxiliary eye group consists of 2 rows of second auxiliary eyes 8 which are symmetrical to the center line of the tunnel and vertical to the tunnel face of the tunnel, 2 eyes are arranged on each side, 4 eyes are arranged on each side, the second auxiliary eyes 8 and the second peripheral eyes 9 are positioned on the same excavation cross section, and the second auxiliary eyes are used for excavating and excavating tunnel surrounding rocks and forming a flat excavation face;
the second peripheral eye group is arranged on the excavation contour line of the step side wall in the tunnel symmetrically to the center line of the tunnel, the second peripheral eye group comprises a plurality of second peripheral eyes 9, the distance between the second peripheral eyes is 0.45-0.55 m, and the second peripheral eye group has the function of enabling the excavation contour line of the step side wall in the tunnel to form a flat excavation surface; the resistance to blasting of the surrounding rock of the middle step is between the upper step and the lower step, and the explosive loading of the second peripheral hole 9 is also between the explosive loading of the peripheral holes of the upper step and the lower step, namely the explosive loading of the second peripheral hole is larger than the explosive loading of the third peripheral hole 12 and smaller than the explosive loading of the first peripheral hole 6.
The third auxiliary eye group is positioned on the upper side of the cut area E and is arranged in an arc shape, the inter-eye distance is 1.1-1.3 m, and the distance from the third auxiliary eye group to the inner circle eye layer is 0.7-0.9 m; the third auxiliary eye group comprises a plurality of third auxiliary eyes 10 vertical to the tunnel face and used for tunneling and excavating surrounding rocks outside the cut holes and expanding the cut free face;
the upper step arch inner ring eye group is arranged between the third auxiliary eye group and the third peripheral eye group, the inner ring eye group comprises a plurality of inner ring eyes 11, the distance between the eye holes is 0.9-1.1 m, the distance between the inner ring eyes and the third peripheral eye group is 0.5-0.6 m, and the upper step arch inner ring eye group is used for tunneling and excavating the surrounding rock of the arch.
The third peripheral eye group is arranged on the peripheral excavation contour line of the arch part of the upper step of the tunnel, the third peripheral eye group comprises a plurality of third peripheral eyes 12, and the distance between the third peripheral eyes 12 is 0.40-0.50 m. The lower part face the free face better when third peripheral eye 12 explodes to the usable dead weight of country rock falls, and the resistance that the country rock blasting receives is relative lower step relatively, and the third peripheral eye 12 blasthole powder charge under the condition that face country rock is unanimous basically, and the first peripheral eye (6-1, 6-2, 6-3, 6-4) of tunnel and second peripheral eye 9 powder charge relative reduction, adopt one medicine and two medicine interval powder charges in every hole in this embodiment, the reduction blasting vibration that can be better, the improvement excavation shaping quality, improved the powder charge efficiency simultaneously.
The invention also provides a construction method of the tunnel vibration reduction control blasting structure, which comprises the following steps:
step one, carrying out blasthole drilling on an upper half-section blasting area and a lower half-section blasting area by using a full-section excavation rack; as shown in fig. 3 to 4;
secondly, as shown in fig. 5, filling explosives in each blast hole of the lower half-section blasting area, sequentially detonating according to the sequence of the vertical slotted hole → the main slotted hole → the auxiliary slotted hole → the slot expanding hole → the first auxiliary eye area → the first peripheral eye area → the bottom plate eye area, ventilating the lower half-section blasting area, and then leveling the blasted field; the blasting holes in the first peripheral hole area are subjected to interval non-coupling charging, all the other blasting holes are in a concentrated charging structure, the sections of detonators in the blasting holes of the same type are the same, the detonators are detonated simultaneously, two adjacent types of blasting holes in any initiation sequence are respectively provided with millisecond delay detonators, and time difference of more than one section is arranged at intervals, so that blasting vibration superposition is reduced, and blasting vibration influence is reduced; after blasting and ventilation are finished in the lower half-section blasting area, mechanically finishing the road and leveling the ballast pile; setting a lower half-section blasting area initiated in advance for the undercut hole area, and initiating the vertical undercut hole firstly to provide a blank surface for the subsequent initiation of the horizontal wedge-shaped undercut hole, so that the large rock block rate after blasting is reduced, and the forming effect of the undercut area is improved;
thirdly, as shown in fig. 6, filling explosives in each blasthole of the upper half-section blasting area, and sequentially detonating according to the sequence of the second auxiliary eye area → the second peripheral eye area → the third auxiliary eye area → the inner circle eye area → the third peripheral eye area; ventilating the blasting area of the upper half section; all the blastholes except the blastholes in the second peripheral hole area and the third peripheral hole area adopt a centralized charging structure except for interval non-coupling charging, an upper half-section charging operation platform is arranged after leveling ballast pile is completed, each blasthole (comprising a plurality of second auxiliary holes, a plurality of second peripheral holes, a plurality of third auxiliary holes, a plurality of inner ring holes and a plurality of third peripheral holes) of the upper half-section is charged and connected with a blasting network at the face of the upper half-section by using the charging operation platform, and equipment personnel are evacuated and detonated; setting the detonation sequence of the second auxiliary eye area → the second peripheral eye area → the third auxiliary eye area → the inner circle eye area → the third peripheral eye area according to different detonator section positions;
and step four, collecting and transporting out the blast hole slag by utilizing a slag loader and a dump truck. The full-section mucking transportation and primary support construction method specifically comprises the following steps: and (3) after the blasting ventilation of the upper half section is carried out for 15min, the loader is matched with the self-discharging car to discharge the slag, a full-section supporting operation surface is formed after the slag discharge is finished, and the primary supporting construction of the full-section tunnel is carried out according to the design requirement, as shown in figure 7.
In the technical scheme, the tunnel face is divided into an upper area and a lower area to be blasted respectively, and the blasting is carried out according to the sequence of blasting from bottom to top, so that the primary blasting explosive quantity is effectively reduced, the vibration speed is reduced, the rapid connection conversion of the excavation working procedure can be realized, and the defects that the conventional vibration-damping control blasting construction progress is slow, the working procedure conversion is complicated and the support cannot be carried out in time are overcome. During blasting, the requirement of design vibration speed is met by adjusting and controlling the amount of the priming charge in the lower half-section blasting area.
According to the blasting method, on the premise of ensuring the structure safety of the surface structure, the tunnel excavation face is subjected to cut blasting, and the vibration speed is controlled within 1.5cm/s, so that a free face is formed, and a foundation is laid for subsequent low-vibration-speed excavation; the construction method can be applied to large-scale mechanical equipment construction, the process conversion is less, the time is short, the number of blastholes is small, and the tunnel excavation construction progress can be accelerated; the tunnel excavation forming machine has the advantages that the excavation effect is good, the tunnel excavation forming quality is high, the tunnel excavation exceeding and lacking control is convenient to carry out, the construction cost is reduced, and the field construction management and control are more convenient; by adopting the blasting structure, the invention can complete the primary support sealing ring formation of the tunnel excavation surface in time and improve the construction safety.
< example 1>
In this embodiment, the parameters of the blastholes in the blasting area of the lower half section of the tunnel are shown in table 1, and the parameters of the blastholes in the blasting area of the upper half section are shown in table 2;
TABLE 1 blasthole parameters corresponding to the lower half-fracture blasting zone
TABLE 2 blasthole parameters corresponding to upper half blasting zone
The free face of the tunnel is better when the blasting area of the upper half section is blasted, the resistance of the surrounding rock is smaller when the surrounding rock is blasted, and the rock can be thrown by the dead weight of the surrounding rock, therefore, under the condition that the area of the upper half-section blasting area is approximately consistent with that of the lower half-section blasting area, the total explosive loading of the upper half-section blasting area is 50-60% of that of the lower half-section blasting area, the total explosive loading of the lower half-section undermining hole area is 60-70% of that of the lower half-section blasting area, therefore, the influence of the tunnel blasting vibration on the surface buildings mainly comes from the blasting explosive quantity of the lower steps, the blasting explosive quantity of the lower steps is mainly concentrated on the blasting explosive quantity of the cutting hole area, therefore, the blast hole charge of the cut hole area is controlled in construction, the excavation footage is adjusted in time according to the surrounding rock condition, the charge of each hole is adjusted, and the blasting vibration speed is controlled within the design and standard allowable range.
The number of apparatuses and the scale of the process described herein are intended to simplify the description of the present invention. Applications, modifications and variations of the present invention will be apparent to those skilled in the art.
While embodiments of the invention have been described above, it is not limited to the applications set forth in the description and the embodiments, which are fully applicable in various fields of endeavor to which the invention pertains, and further modifications may readily be made by those skilled in the art, it being understood that the invention is not limited to the details shown and described herein without departing from the general concept defined by the appended claims and their equivalents.
Claims (10)
1. Tunnel damping control blasting structure, its tunnel that is used for hard rock region and passes building, structure down, its characterized in that, tunnel damping control blasting structure includes:
the lower half-section blasting area comprises a cut eye area, a first auxiliary eye area, a first peripheral eye area and a bottom plate eye area, wherein the first auxiliary eye area is arranged on the lower step and is positioned at the periphery of the cut eye area; the cutting hole area comprises a plurality of vertical cutting holes distributed at intervals along the center line of the tunnel, four symmetrically arranged main cutting hole groups, four auxiliary cutting hole groups and four reaming holes, wherein the four symmetrically arranged main cutting hole groups are arranged in a matrix mode by taking one vertical cutting hole positioned in the middle as the center; the two main cutting hole groups positioned at the upper part are positioned on the middle step, and the two main cutting hole groups positioned at the lower part are positioned on the lower step; an auxiliary cutting hole group and an expanding cutting hole are sequentially arranged on the outer side of any main cutting hole group from inside to outside, any main cutting hole group comprises a plurality of main cutting holes which are arranged at intervals along the vertical direction, and any auxiliary cutting hole group comprises a plurality of auxiliary cutting holes which are arranged at intervals along the vertical direction;
the upper half-section blasting area comprises a second auxiliary eye area arranged on the middle step, a second peripheral eye area arranged on the middle step, a third auxiliary eye area arranged on the arch part of the upper step, an inner ring eye area arranged on the periphery of the third auxiliary eye area and a third peripheral eye area arranged on the periphery of the inner ring eye area;
the first auxiliary eye area and the second auxiliary eye area are located between the slot expanding eye and the excavation contour line of the side wall of the tunnel.
2. A tunnel vibration damping controlled blasting structure according to claim 1, wherein the number of the plurality of vertical slitting holes is 3; any main cutting hole group comprises three main cutting holes which are arranged at intervals along the vertical direction; any auxiliary cutting hole group comprises two auxiliary cutting holes which are arranged at intervals along the vertical direction.
3. A tunnel vibration damping control blasting structure according to claim 1, wherein the horizontal distance between any main slitting eye group and one auxiliary slitting eye group corresponding thereto is 0.3 to 0.4 m;
for any main slotted hole group, the vertical distance between any two adjacent main slotted holes is 0.4-0.5 m;
for any auxiliary slotted hole group, the vertical distance between any two adjacent auxiliary slotted holes is 0.4-0.5 m;
the distance between the main cutting hole at the lower part and the bottom plate hole area is 0.4-0.6 m.
4. The tunnel vibration damping control blasting structure according to claim 1, wherein the first peripheral eye region comprises two first peripheral eye groups symmetrically arranged along a center line of the tunnel, each first peripheral eye group comprises a plurality of first peripheral eyes arranged at intervals along an excavation contour line of the lower step side wall, a distance between any two adjacent first peripheral eyes is 0.45-0.55 m, the distance is gradually reduced from top to bottom, and the amount of explosive filled in the first peripheral eyes is gradually increased from top to bottom.
5. A tunnel vibration damping controlled blasting structure according to claim 1, wherein the bottom plate eye region comprises a plurality of bottom plate eyes arranged at intervals along the bottom profile of the tunnel, and the distance between any two adjacent bottom plate eyes is 0.8-1.0 m.
6. A tunnel vibration damping control blasting structure according to claim 1, wherein the distance between the third auxiliary eye area and the inner eye area is 0.7 to 0.9 m; the distance between the inner circle eye area and the third peripheral eye area is 0.5-0.6 m.
7. The tunnel damping-controlled blasting structure according to claim 1, wherein the second auxiliary eye region comprises two second auxiliary eye groups symmetrically disposed along the centerline of the tunnel; the vertical distance between the slot expanding eye positioned on the middle step and one second auxiliary eye group corresponding to the slot expanding eye is 0.4-0.5 m, and the vertical distance between the slot expanding eye positioned on the lower step and one first auxiliary eye group corresponding to the slot expanding eye is 0.4-0.5 m;
the second peripheral eye area comprises a plurality of second peripheral eyes which are arranged at intervals along the excavation contour line of the middle step side wall, and the distance between any two adjacent second peripheral eyes is 0.45-0.55 m;
the third auxiliary eye area comprises a plurality of third auxiliary eyes which are equal to the radial distance of the upper step arch part contour line and are arranged at intervals, and the distance between any two adjacent third auxiliary eyes is 1.1-1.3 m;
the inner ring eye area comprises a plurality of inner ring eyes which have the same radial distance with the upper step arch part contour line and are arranged at the periphery of the third auxiliary eye area at intervals, and the distance between any two adjacent inner ring eyes is 0.9-1.1 m;
the third peripheral eye area comprises a plurality of third peripheral eyes which are arranged at intervals along the contour line of the arch part of the upper step, and the distance between any two adjacent third peripheral eyes is 0.4-0.5 m.
8. A tunnel vibration damping control blasting structure according to claim 1, wherein the axes of any main slitting hole, any auxiliary slitting hole and any reaming hole are all obliquely extended along the excavation direction towards the direction far away from the tunnel face, and the included angle between the axis of any main slitting hole, any auxiliary slitting hole and any reaming hole and the tunnel face is 58-80 °.
9. A tunnel vibration damping control blasting structure according to claim 8, wherein the depth of any first peripheral eye, any first auxiliary eye, any second peripheral eye, any third peripheral eye, any inner ring eye and any third auxiliary eye is the designed cyclic depth of penetration of tunnel blasting;
the depth of any main cutting hole is 20-40 cm greater than the circulating footage depth of the tunnel blasting design;
the depth of any auxiliary cutting hole, any expanding slot hole and any bottom plate hole is 10-20 cm larger than the circulating footage depth of the tunnel blasting design;
the depth of any vertical slotted hole is 1.3-1.5 m, and the distance between any two adjacent vertical slotted holes is 0.9-1.0 m;
the aperture of any first peripheral eye, any first auxiliary eye, any second peripheral eye, any third peripheral eye, any inner ring eye, any third auxiliary eye, any bottom plate eye, any main cutting hole, any auxiliary cutting hole, any expanding cutting hole and any vertical cutting hole is 42 cm.
10. A construction method of a tunnel vibration damping control blasting structure according to any one of claims 1 to 9, comprising the steps of:
step one, carrying out blasthole drilling on an upper half-section blasting area and a lower half-section blasting area by using a full-section excavation rack;
secondly, filling explosives in each blast hole of the lower half-section blasting area, sequentially detonating according to the sequence of the vertical slotted hole → the main slotted hole → the auxiliary slotted hole → the slot expanding hole → the first auxiliary eye area → the first peripheral eye area → the bottom plate eye area, ventilating the lower half-section blasting area, and then leveling the blasted field;
thirdly, filling explosives into each blasthole in the upper half-section blasting area, and sequentially detonating according to the sequence of the second auxiliary hole area → the second peripheral hole area → the third auxiliary hole area → the inner ring hole area → the third peripheral hole area; ventilating the blasting area of the upper half section;
and step four, collecting and transporting out the blast hole slag by utilizing a slag loader and a dump truck.
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| CN114963908A (en) * | 2022-07-29 | 2022-08-30 | 昆明理工大学 | Tunnel excavation blasting blast hole positioning method |
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