CN115059486A - Rapid well completion method for rock vertical well - Google Patents
Rapid well completion method for rock vertical well Download PDFInfo
- Publication number
- CN115059486A CN115059486A CN202210755876.1A CN202210755876A CN115059486A CN 115059486 A CN115059486 A CN 115059486A CN 202210755876 A CN202210755876 A CN 202210755876A CN 115059486 A CN115059486 A CN 115059486A
- Authority
- CN
- China
- Prior art keywords
- blasting
- section
- holes
- area
- shaft
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 239000011435 rock Substances 0.000 title claims abstract description 29
- 238000000034 method Methods 0.000 title claims abstract description 28
- 238000005422 blasting Methods 0.000 claims abstract description 138
- 238000010276 construction Methods 0.000 claims abstract description 36
- 239000002360 explosive Substances 0.000 claims abstract description 28
- 239000002893 slag Substances 0.000 claims abstract description 15
- 238000005553 drilling Methods 0.000 claims abstract description 14
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 9
- 238000011144 upstream manufacturing Methods 0.000 claims abstract description 8
- 239000002689 soil Substances 0.000 claims abstract description 6
- 239000000839 emulsion Substances 0.000 claims description 10
- 230000000694 effects Effects 0.000 abstract description 6
- 230000011218 segmentation Effects 0.000 abstract description 4
- 238000007599 discharging Methods 0.000 abstract description 2
- 238000010079 rubber tapping Methods 0.000 abstract 2
- 238000009412 basement excavation Methods 0.000 description 14
- 229910000831 Steel Inorganic materials 0.000 description 6
- 239000010959 steel Substances 0.000 description 6
- 230000002093 peripheral effect Effects 0.000 description 4
- 238000005474 detonation Methods 0.000 description 3
- 238000012546 transfer Methods 0.000 description 3
- 230000005641 tunneling Effects 0.000 description 3
- 238000009423 ventilation Methods 0.000 description 3
- 239000004927 clay Substances 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000004080 punching Methods 0.000 description 2
- 235000017166 Bambusa arundinacea Nutrition 0.000 description 1
- 235000017491 Bambusa tulda Nutrition 0.000 description 1
- 241001330002 Bambuseae Species 0.000 description 1
- 235000019738 Limestone Nutrition 0.000 description 1
- 235000015334 Phyllostachys viridis Nutrition 0.000 description 1
- 238000013459 approach Methods 0.000 description 1
- 239000011425 bamboo Substances 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 230000003247 decreasing effect Effects 0.000 description 1
- 230000005611 electricity Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- -1 light Substances 0.000 description 1
- 239000006028 limestone Substances 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 238000013508 migration Methods 0.000 description 1
- 230000005012 migration Effects 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000005457 optimization Methods 0.000 description 1
- 230000037452 priming Effects 0.000 description 1
- 230000002035 prolonged effect Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
- E21D11/20—Special cross- sections, e.g. corrugated
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
- E21B7/04—Directional drilling
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D1/00—Sinking shafts
-
- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D1/00—Blasting methods or apparatus, e.g. loading or tamping
-
- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D1/00—Blasting methods or apparatus, e.g. loading or tamping
- F42D1/08—Tamping methods; Methods for loading boreholes with explosives; Apparatus therefor
-
- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D3/00—Particular applications of blasting techniques
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Geology (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Mechanical Engineering (AREA)
- Architecture (AREA)
- Physics & Mathematics (AREA)
- Environmental & Geological Engineering (AREA)
- Fluid Mechanics (AREA)
- Drilling And Exploitation, And Mining Machines And Methods (AREA)
Abstract
The invention relates to the technical field of shaft construction, in particular to a rapid well completion method for a rock shaft, which comprises the following steps: s1, reinforcing tunnels at upstream and downstream sections of the vertical shaft; s2, drilling construction of a pilot hole; s3, dividing a construction area of the shaft into a plurality of areas, and starting drilling blast holes at the periphery of the pilot hole until the blast holes are expanded to the whole shaft area; filling explosives and soil into the blasting holes for filling, and blasting; and S4, conveying the blasting slag. According to the invention, the pilot hole is constructed in advance, a slag-dropping channel and a blasting free face are provided for subsequent blasting by virtue of the pilot hole, and slag tapping of ground slag-tapping equipment is not required; after the shaft blasting is finished, only a muck truck is needed to slag in the tunnel, so that the slag discharging efficiency and the blasting efficiency are improved. The vertical shaft is divided into areas, each area is designed in a segmentation mode in the vertical direction, blasting is carried out according to a specific sequence, the blasting effect is guaranteed to be small, noise is low, the shaft forming efficiency is improved, and the construction period is shortened.
Description
Technical Field
The invention relates to the technical field of shaft construction, in particular to a rapid well completion method for a rock shaft.
Background
The tunnel is built underground, underwater or in a mountain and is used for a vehicle or water-through building, and the tunnel is usually built by adopting a TBM (Tunnel boring machine) construction method at present and is mainly applied to the fields of water conservancy, hydropower, traffic, mines and the like. The TBM construction method is a full-face tunnel boring machine, parallel and continuous construction procedures such as boring, supporting, deslagging and the like, and is factory assembly line tunnel construction equipment integrating systems such as machine, electricity, liquid, light, gas and the like. After the driving of the TBM tunneling machine is completed, the tunneling machine is required to be disassembled and lifted out through a disassembling vertical shaft, the upper and lower positions of the vertical shaft communicated with the tunnel are required to be supported before the construction of the disassembling vertical shaft, the TBM tunneling machine is required to be disassembled and lifted out after the construction of the vertical shaft is completed, the second lining of the tunnel at the upper and lower sections of the vertical shaft and the hidden culvert construction of the vertical shaft are carried out after the lifting is completed, and then the vertical shaft is backfilled in layers to restore the landform.
Because tunnel excavation section size can not satisfy the empty requirement that pushes away of TBM, the secondary lining concrete construction that TBM dismantled the upper and lower paragraph tunnel of shaft must wait that TBM equipment empty to push to the shaft position and dismantle and hoist and mount and accomplish the back and just can be under construction, consequently, the construction requirement to the shaft is quick, safety to tear open the machine for TBM as early as possible and provide safe place, guarantee that whole project is accomplished early.
The prior art CN104819670B discloses a pre-drilling center hole shaft excavation blasting method, which comprises the following steps: a. drilling a hole in a blasting area, backfilling a middle hole with sand, and drilling a primary blasting cut hole, a primary blasting auxiliary hole and a primary blasting peripheral hole according to the requirement of a central hollow hole straight-hole cutting type; b. filling an explosive; d. detonating the explosive; e. drilling secondary blasting auxiliary holes and secondary blasting peripheral holes; f. filling an explosive; g. detonating the explosive; h. ventilating underground to completely discharge harmful gas; f. and (e) repeating the step a to the step h, and blasting layer by layer until the elevation is designed. The shaft excavation blasting method adopts the drilling and blasting method construction of two-time blasting forming, the central hollow hole can increase the free face for the surrounding rock, the best blasting effect is achieved, the blasting and vibration speed can be controlled, the safety and the detonation transfer reliability are higher, and the shaft blasting requirement can be completed in a standard mode. However, secondary blasting always needs repeated drilling, and the construction period is prolonged.
In view of the foregoing, it would be desirable to provide a method of constructing a rock shaft that is capable of achieving rapid completion.
Disclosure of Invention
In order to solve the technical problem of long construction period of the vertical shaft in the prior art, the invention provides a rapid well-forming method for the rock vertical shaft.
In order to achieve the purpose, the technical scheme of the invention is as follows:
a method of rapid completion of a rock shaft comprising:
s1, reinforcing tunnels at the upstream and downstream sections of the vertical shaft;
s2, drilling a pilot hole, wherein the pilot hole is drilled to the top of the bottom tunnel and is communicated with the tunnel;
s3, dividing a construction area of the shaft into a plurality of areas, and starting drilling blast holes at the periphery of the pilot hole until the blast holes are expanded to the whole shaft area; filling explosives and soil in the blasting holes for filling, and blasting;
and S4, conveying the blasting slag falling into the bottom tunnel.
Further, in step S3, dividing the construction area of the shaft into three areas, the three areas being arranged in a linear array, and the length directions of the three areas coinciding with the length direction of the cross section of the shaft; the three areas are a first area, a second area and a third area, and the pilot hole is positioned in the first area.
Further, before blasting, the pilot hole is drilled by a punching pile machine, and the diameter of the pilot hole is 1.5 m. And (3) driving a plurality of vent holes into the ground of the downstream section of the construction area of the vertical shaft, wherein the diameter of each vent hole is 150mm, and the vent holes are drilled to be communicated with the bottom tunnel.
Furthermore, PVC pipe guard holes are embedded in the vent holes to ensure ventilation of the downstream of the vertical shaft.
Furthermore, deep hole blasting is adopted in the first region, the second region and the third region; the periphery of the vertical shaft adopts presplitting blasting.
Furthermore, the first area is longitudinally divided into 2 sections, namely a first section and a second section from bottom to top; the second area is longitudinally divided into 3 sections, namely a third section, a fourth section and a fifth section from bottom to top; the third area is longitudinally divided into 3 sections, namely a sixth section, a seventh section and an eighth section from bottom to top; the blasting sequence is as follows: the first section, the second section, the third section, the fourth section, the fifth section, the sixth section, the seventh section and the eighth section.
Furthermore, a plurality of cut holes are arranged around the pilot hole at the periphery of the pilot hole, and the cut holes are in a single group; other blasting holes are arranged in the first area in a mode that the cut holes on the periphery of the pilot holes are transversely diffused, and the other blasting holes comprise a first blasting group and a second blasting group; the first blasting groups and the second blasting groups are arranged at intervals in an array along the length direction of the first area, and the distance between the first blasting groups and the second blasting groups is 0.8 m.
More closely, the first blasting group comprises three blasting holes, the three blasting holes are longitudinally arranged at intervals, and the distance between the three blasting holes is 0.8 m; the second blasting group comprises three blasting holes, the three blasting holes are longitudinally arranged at intervals, and the distance between the three blasting holes is 1 m.
Furthermore, the blasting sequence of the blastholes in the first area is as follows: the method comprises the following steps that firstly, a first section is blasted, the cut holes are blasted in the first section, and then the pilot holes are used as starting points to blast sequentially along the length direction of a first area; and then blasting the second section, firstly blasting the cut holes in the second section, and then sequentially blasting along the length direction of the first area by taking the pilot holes as starting points.
Furthermore, a third blasting group is arranged in the second area, the third blasting groups are arranged in an array in the second area, and each row of blasting holes and the adjacent rows of blasting holes have certain dislocation in the longitudinal direction; the third burst group had a transverse spacing of 0.5m and a longitudinal spacing of 0.8 m.
Furthermore, the third blasting group comprises three blasting holes, and the three blasting holes are transversely arranged at intervals, and the distance between the three blasting holes is 0.8 m.
Furthermore, the blasting sequence of the blastholes in the second area is as follows: blasting is carried out according to the sequence of the third section, the fourth section and the fifth section, and blasting is carried out in sequence by taking a blasting group as a unit from one side close to the first area to the outside in each section in the longitudinal direction.
Furthermore, pre-split holes are arranged on the periphery of the second area, the pre-split holes are blasted in a pre-split blasting mode, the pre-split holes are arranged in a row along the edge of the second area, the pre-split holes on each edge form a group, and the distance between the pre-split holes in each group is 0.5 m. And pre-splitting blasting is carried out on the pre-split holes before the third blasting group of blasting holes, and the segmenting time is 75 ms.
Furthermore, the arrangement modes of the blast holes in the third area and the second area are symmetrical, and the blasting sequence is also symmetrical; the blasting method is consistent.
Further, the blast hole is drilled vertically until reaching the bottom.
Furthermore, the blast hole adopts a layered charging mode, which specifically comprises the following steps: the hole depth of the blast hole is L, the blast hole is vertically divided into a plurality of layers, and the blast hole comprises a first layer and a second layer … … Nth layer from bottom to top; wherein, the layering height of each layer is:
wherein, L is the hole depth of blast hole, D is the borehole diameter, D is the minimum distance of the center of blast hole apart from the shaft edge, f is shaft rock firmness coefficient, C is empirical coefficient, and the value of C is selected according to the degree of depth that each layer is located.
Furthermore, the explosive filled in the blasting hole is emulsion explosive, the filling height of the emulsion explosive in the N layer is 2m, and the filling height of the emulsion explosive in the other layers is 2.5 m.
Further, the concrete method for performing reinforcement in step S1 is as follows: and (3) reinforcing and supporting by adopting steel arches within 10 meters of the upstream and downstream of the vertical shaft, wherein the steel arches adopt I16I-steel, and the distance between the arches is 1 m.
Compared with the prior art, the invention has the beneficial effects that:
(1) according to the invention, the upstream and downstream tunnels are reinforced before the construction of the vertical shaft, so that the construction safety during the excavation of the vertical shaft is ensured; according to the shaft construction method, the pilot hole is constructed in advance, a slag-off channel is provided for subsequent blasting by means of the pilot hole, a free face is provided for rock shaft blasting, and slag is discharged without ground slag-off equipment; after the shaft blasting is completed, blasting slag materials all fall into the excavated and supported tunnel, and slag is synchronously discharged only by adopting a slag car in the tunnel, so that the slag discharging efficiency and the blasting efficiency are improved.
(2) The vertical shaft is divided into areas, each area is designed in a segmentation mode in the vertical direction, blasting is carried out according to a specific sequence and blasting segmentation, the fact that blasting has a small earthquake effect and small noise is guaranteed, all slag materials fall into the tunnel after each blasting, and well forming efficiency is improved.
Meanwhile, the independent blasting design is carried out aiming at each region, so that the earthquake effect is further reduced, the noise is reduced, the flatness of the vertical shaft fracture surface is ensured, and the construction period is shortened.
(3) According to the invention, a refined layered loading design is carried out on each blast hole according to the position of each blast hole, the usage amount of explosives is reduced, the unit explosive consumption is 0.8-1 kg, and compared with the traditional blasting mode, the unit explosive consumption is reduced by about 0.1 kg.
Drawings
Fig. 1 is a diagram of a burst disk of the present invention.
Fig. 2 is a vertical cross-sectional view of the shaft of the present invention.
FIG. 3 is a schematic diagram of the structure of a single-hole explosive when the well depth is 29 m.
Description of reference numerals:
1-a first zone, 101-a first burst group, 102-a second burst group, 103-a slotted hole, 2-a second zone, 201-a third burst group, 3-a third zone, 4-a pilot hole, 5-a first section, 6-a second section, 7-a third section, 8-a fourth section, 9-a fifth section, 10-a sixth section, 11-a seventh section, 12-an eighth section, 13-a first layer, 14-a second layer, 15-a third layer, 16-a fourth layer, 17-a fifth layer, 18-a sixth layer.
Detailed Description
The technical solutions of the present invention will be described in detail with reference to the accompanying drawings, and it is obvious that the described embodiments are not all embodiments of the present invention, and all other embodiments obtained by those skilled in the art without any inventive work belong to the protection scope of the present invention.
It should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "lateral", "longitudinal", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are only for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and thus, should not be construed as limiting the present invention.
Interpretation of custom words
Transverse: herein, the lateral direction means an orientation according to fig. 1, and the horizontal direction in fig. 1 is the lateral direction;
longitudinal direction: in this context, longitudinal means in accordance with the orientation of fig. 1, the vertical direction being longitudinal in fig. 1;
vertical: in this context, vertical means a direction perpendicular to the ground.
The invention provides a rapid well completion method for a rock vertical well, which is applied to vertical well completion of rock geology, wherein the rock is medium-strength rock, and the strength coefficient of the rock is 3-4; the cross-sectional area is more than 200m 2 And the well depth is larger than 25 meters in the vertical well.
The invention provides a rapid well completion method for a rock vertical well, which comprises the following steps:
s1, reinforcing tunnels at the upstream and downstream sections of the vertical shaft;
s2, drilling the pilot hole 4, wherein the pilot hole 4 is drilled to the top of the bottom tunnel, and the pilot hole 4 is communicated with the tunnel;
s3, dividing the construction area of the shaft into a plurality of areas, and starting to drill blast holes around the pilot hole 4 until the blast holes are expanded to the whole shaft area; filling explosives and soil into the blasting holes for filling, and blasting;
and S4, conveying the blasting slag falling into the bottom tunnel.
Because the intersection position of the shaft construction position and the bottom tunnel is already primarily supported, a reinforcing support is required, and the concrete method for reinforcing in the step S1 comprises the following steps: and (3) reinforcing and supporting by adopting steel arches within 10 meters of the upstream and downstream of the vertical shaft, wherein the steel arches are I16I-shaped steel, and the distance between the arches is 1m, so that the safety of the excavated tunnels of the upstream and downstream of the vertical shaft is ensured.
After the bottom tunnel is reinforced, a punching pile machine is adopted to form a pilot hole 4, the position of the pilot hole 4 is selected on one side of the approach, the drilling diameter is 1.5m, the pilot hole is drilled to the top of the excavated tunnel, and the pilot hole 4 is communicated with the tunnel.
After the pilot hole is drilled, the area division is performed, as shown in fig. 1, because the area of the shaft is large, in the application example, the shaft is 20m long, 11m wide and 220m in area 2 In order to avoid larger noise and stronger seismic effect during blasting, the construction area of the vertical shaft is divided into three areas, the three areas are arranged in a linear array mode, and the length directions of the three areas are overlapped with the length direction of the cross section of the vertical shaft; the three areas are a first area 1, a second area 2 and a third area 3, and a pilot hole 4 is positioned in the first areaIn region 1.
Deep hole blasting is adopted in the first region 1, the second region 2 and the third region 3; the peripheries of the first region 1, the second region 2 and the third region 3 all adopt presplitting blasting.
In the drilling and blasting excavation, in order to reduce the disturbance of blasting operation to the stratum as much as possible, strictly control the blasting earthquake effect, ensure the safety of surrounding buildings, prevent the vibration damage of primary support in the hole and meet the requirement of designing the flatness of the excavation outline, a micro-vibration smooth blasting construction technology is adopted. The outline of blasting excavation is enlarged by 5cm, a millisecond delay detonation mode is adopted, and the detonation explosive quantity of the same section is strictly controlled. For the construction of a vertical shaft in an application example, the maximum limit of the priming charge of the same section is 8kg, and the interval time of millisecond delay is 30 ms.
During excavation blasting, excavation of the first area 1 is firstly carried out, direct deep hole blasting excavation is carried out to the bottom, excavation of the second area 2 is carried out, then excavation of the third area 3 is carried out, and direct excavation is carried out to the bottom. Each area is further divided into a plurality of segments, as shown in fig. 2, specifically: the first area 1 is longitudinally divided into 2 sections, namely a first section 5 and a second section 6 from bottom to top; the second area 2 is longitudinally divided into 3 sections, namely a third section 7, a fourth section 8 and a fifth section 9 from bottom to top; the third area 3 is longitudinally divided into 3 sections, namely a sixth section 10, a seventh section 11 and an eighth section 12 from bottom to top; the blasting sequence is that the first area: a first section 5, a second section 6; a second region: a third section 7, a fourth section 8, a fifth section 9; a third region: a sixth segment 10, a seventh segment 11, an eighth segment 12.
According to the scale of the vertical shaft excavation section, in a mode that the rock firmness is medium and the blasting holes are drilled vertically until the blasting holes reach the bottom, four cut holes 103 are arranged around the pilot hole 4 at the periphery of the pilot hole, the cut holes 103 are in a single group, two cut holes 103 are arranged on the upper side of the pilot hole 4, and the distance between the two cut holes 103 is 0.8 m; two cut holes 103 are arranged at the lower side of the pilot hole 4, and the distance is 0.8 m; in the first area 1, other blast holes are arranged in a mode that the cut holes 103 around the pilot hole 4 are transversely diffused, and the other blast holes comprise a first blast group 101 and a second blast group 102; the first burst group 101 and the second burst group 102 were arranged in an array at intervals in the longitudinal direction of the first zone 1, and the interval between the first burst group 101 and the second burst group 102 was 0.8 m.
The first blasting group 101 comprises three blasting holes, the three blasting holes are longitudinally arranged at intervals, and the distance between the three blasting holes is 0.8 m. The second burst group 102 includes three blast holes, which are longitudinally spaced apart at a distance of 1 m.
The blasting sequence of the blastholes in the first zone 1 is as follows: the pilot hole peripheral undermined holes and other blast holes of the first area array are divided into two sections of blasting by the same cross section segmentation from bottom to top, namely a first section and a second section, the first section is blasted, in the first section, the undermined holes 103 are blasted firstly, then the pilot hole 4 is used as a starting point, the blasting is carried out sequentially from right to the edge of the vertical shaft along the length direction of the first area 1, and then the blasting is carried out sequentially towards the left side of the pilot hole 4. Then the second section is blasted, first the cut hole 103 is blasted, then the pilot hole 4 is used as a starting point, and the blast holes are blasted to the right sequentially along the length direction of the first area 1 until the shaft edge, and then the blast holes are blasted to the left side of the pilot hole 4 sequentially.
A third blasting group 201 is arranged in the second area 2, the third blasting groups 201 are arranged in an array in the second area 2, and a certain dislocation exists between each row of blasting holes and the adjacent row of blasting holes in the longitudinal direction, and the dislocation distance is 0.25 m; the third burst disk 201 had a transverse spacing of 0.5m and a longitudinal spacing of 0.8 m. The third blasting group 201 comprises three blasting holes, the three blasting holes are transversely arranged at intervals, and the distance between the three blasting holes is 0.8 m.
Pre-split holes are arranged on the periphery of the second area 2 (namely the edge of the vertical shaft in the second area), the pre-split holes are blasted in a pre-split blasting mode, the pre-split holes are arranged in a row along the edge of the second area 2, the pre-split holes on each edge form a group, and the distance between the pre-split holes in each group is 0.5 m.
The blasting sequence of the blastholes in the second zone 2 is: the peripheral pre-split holes are blasted firstly, and then the pre-split holes are blasted sequentially by taking the blasting groups as units from one side close to the first area 1 to the longitudinal direction.
Furthermore, the arrangement of the blastholes in the third zone 3 and the second zone 2 is symmetrical with respect to the first zone 1, and the blasting sequence is also symmetrical.
The diameter of a blast hole of the blast hole is 120mm, and the hole is formed by adopting a crawler-type hydraulic down-the-hole drill. The blast hole adopts a layered charging mode, and specifically comprises the following steps: the hole depth of the blast hole is L, the blast hole is vertically divided into a plurality of layers, and the blast hole comprises a first layer and a second layer … … Nth layer from bottom to top; wherein, the layering height of each layer is:
wherein L is the hole depth of the blast hole, D is the diameter of the blast hole, D is the minimum distance from the center of the blast hole to the edge of the vertical shaft, f is the firmness coefficient of the rock of the vertical shaft, C is an empirical coefficient, and the value of C is selected according to the depth of each layer; the larger the depth of each layer is, the smaller the value of C is, and the value of C is gradually increased and then decreased along with the increase of the explosive filling height in a single blast hole.
The explosive filled in the blast hole is emulsion explosive, the explosive is manually filled by a wooden gun stick or a bamboo pole, the filling height of the emulsion explosive in the Nth layer is 2m, and the filling height of the emulsion explosive in the other layers is 2.5 m. The height of the resistance line is obtained by subtracting the filling height of the emulsion explosive from the layering height of each layer.
In the second area 2 and the third area 3, the depth of the shaft is deeper, taking an application example as an example, the deepest hole is 29 meters deep, the minimum distance from the center of the blast hole to the edge of the shaft is 5 meters, the vertical direction is divided into 6 layers, specific parameters of each layer are shown in the table one, and as shown in fig. 3, the height of the first layer 13 is 3.5m, the resistance line is 1m, the second layer 14, the third layer 15, the fourth layer 16 and the fifth layer 17 are all 5m, the resistance line is 2.5m, the sixth layer 18 is 4.5m, the resistance line is 2.5m, and a soil plug with the thickness of 1m is arranged above the sixth layer 18; the resistance threads in each layer are filled with clay.
Single hole charge parameter at 29 m well depth
The shallowest hole depth is a blast hole at the top of the tunnel, the hole depth is 22.5 meters, the minimum distance from the center of the blast hole to the edge of the vertical shaft is 8 meters, the blast hole is divided into 5 layers, specific parameters of each layer are shown in the table II, the height of the first layer is 4m, the resistance line is 1.5m, the second layer and the third layer are both 5m, the resistance line is 2.5m, the fourth layer is 4.5m, the resistance line is 2m, the fifth layer is 3m, the resistance line is 1m, and soil filling with the thickness of 1m is arranged above the fifth layer; the resistance threads in each layer are filled with clay.
Single hole charge parameter when surface two well depth is 22.5 m
Before blasting, the tail-end work such as track demolition and spouting mix is being carried out to shaft low reaches TBM hole section, for the ventilation in the reinforcing tunnel, squeezes into the air vent in the ground of the construction area's of shaft lower reaches section, and the diameter of air vent is 150mm, and the air vent drills into to communicate with the bottom tunnel. PVC pipes are embedded in the vent holes to ensure ventilation of the downstream of the vertical shaft.
After blasting is finished, the blasted slag directly falls into the excavated tunnel through the pilot hole and the subsequent blasting surface and is transported out by a slag car.
Application examples of the invention:
the construction of the dry north dry shaft of Guangxi Guizhong province is that the net size of the shaft plane is 20m long, 11m wide and 29 m deep, and the shaft stratum is mainly limestone. Influenced by factors such as optimization of a tunnel scheme of an original mountainous section 4.2kmTBM (tunnel boring machine), land acquisition, migration and modification and the like, the position of a TBM dismounting shaft is changed for many times. And finally, after the position of the vertical shaft is determined, the site transfer time is later, and when the site transfer is carried out, the TBM is ready to start the air pushing step. According to the conventional daily stepping progress of about 50m of an open type TBM, the open type TBM can be pushed to reach the position of the TBM shaft in about 30 days, so that the construction period of the shaft is required to be shortened to 1 month from 2-3 months originally planned. By adopting the shaft well-completion method, the construction period is greatly shortened, and the disassembly of the TBM is smoothly completed.
Although the present invention has been described in detail with reference to examples, it will be understood by those skilled in the art that various changes may be made and equivalents may be substituted without departing from the scope of the present invention.
Claims (10)
1. A method for rapidly completing a rock shaft, comprising:
s1, reinforcing tunnels at the upstream and downstream sections of the vertical shaft;
s2, drilling a pilot hole, wherein the pilot hole is drilled to the top of the bottom tunnel and is communicated with the tunnel;
s3, dividing a construction area of the shaft into a plurality of areas, and starting drilling blast holes at the periphery of the pilot hole until the blast holes are expanded to the whole shaft area; filling explosives and soil into the blasting holes for filling, and blasting;
and S4, conveying the blasting slag falling into the bottom tunnel.
2. A method for rapid completion of a rock shaft according to claim 1 wherein in step S3 the construction area of the shaft is divided into three zones, the three zones being arranged in a linear array and the length of the three zones coinciding with the length of the cross-section of the shaft; the three areas are a first area, a second area and a third area, and the pilot hole is positioned in the first area.
3. A method for rapidly completing a rock shaft according to claim 2 wherein the interior of each of the first zone, the second zone and the third zone is deep hole blasting; the periphery of the vertical shaft adopts presplitting blasting.
4. A method for rapid completion of a rock shaft according to claim 3 wherein the first zone is divided longitudinally into 2 sections, a first section and a second section from bottom to top; the second area is longitudinally divided into 3 sections, namely a third section, a fourth section and a fifth section from bottom to top; the third area is longitudinally divided into 3 sections, namely a sixth section, a seventh section and an eighth section from bottom to top; the blasting sequence is as follows: the first section, the second section, the third section, the fourth section, the fifth section, the sixth section, the seventh section and the eighth section.
5. A method for rapid completion of a rock shaft according to claim 3 wherein a plurality of slotted holes are arranged around the pilot hole at the periphery of the pilot hole, the slotted holes being in individual groups; other blasting holes are arranged in the first area in a mode that the cut holes on the periphery of the pilot holes are transversely diffused, and the other blasting holes comprise a first blasting group and a second blasting group; the first blasting groups and the second blasting groups are arranged at intervals in an array along the length direction of the first area, and the distance between the first blasting groups and the second blasting groups is 0.8 m.
6. A method for rapid completion of a rock shaft according to claim 5 wherein the first burst group comprises three blastholes spaced longitudinally at a spacing of 0.8 m; the second blasting group comprises three blasting holes, the three blasting holes are longitudinally arranged at intervals, and the distance between the three blasting holes is 1 m.
7. A method for rapid completion of a rock shaft according to claim 3 wherein a third burst group is disposed within the second zone, the third burst group being arranged in an array within the second zone, the blastholes of each row being offset from the blastholes of the adjacent row in the longitudinal direction; the third burst group had a transverse spacing of 0.5m and a longitudinal spacing of 0.8 m.
8. A method for rapid completion of a rock shaft according to claim 7 wherein the third burst group comprises three blastholes spaced laterally apart by 0.8 m.
9. A method for rapid completion of a rock shaft according to any one of claims 1 to 8 wherein the blastholes are charged in a stratified charge mode, in particular: the hole depth of the blast hole is L, the blast hole is vertically divided into a plurality of layers, and the blast hole comprises a first layer and a second layer … … Nth layer from bottom to top; wherein, the layering height of each layer is:
wherein, L is the hole depth of blast hole, D is the borehole diameter, D is the minimum distance of the center of blast hole apart from the shaft edge, f is shaft rock firmness coefficient, C is empirical coefficient, and the value of C is selected according to the degree of depth that each layer is located.
10. A method for rapidly completing a rock shaft according to claim 9 wherein the explosives loaded in the blastholes are emulsion explosives, the loading height of the emulsion explosives in the N-th layer is 2m, and the loading height of the emulsion explosives in the other layers is 2.5 m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210755876.1A CN115059486B (en) | 2022-06-29 | 2022-06-29 | Quick well forming method for rock shaft |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210755876.1A CN115059486B (en) | 2022-06-29 | 2022-06-29 | Quick well forming method for rock shaft |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN115059486A true CN115059486A (en) | 2022-09-16 |
| CN115059486B CN115059486B (en) | 2023-07-18 |
Family
ID=83203353
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210755876.1A Active CN115059486B (en) | 2022-06-29 | 2022-06-29 | Quick well forming method for rock shaft |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115059486B (en) |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH06294274A (en) * | 1993-04-09 | 1994-10-21 | Kajima Corp | Method for excavating vertical shaft by preboring |
| CN107084648A (en) * | 2017-04-24 | 2017-08-22 | 哈密新智源水利水电工程建设监理有限公司 | One kind uses pilot hole guide-localization and Smooth Blasting Construction method |
| CN107905792A (en) * | 2017-11-27 | 2018-04-13 | 新疆北方建设集团有限公司 | A kind of embedded shaft excavation construction technology |
| CN111594174A (en) * | 2020-05-08 | 2020-08-28 | 中电建十一局工程有限公司 | Full-section one-time pore-forming segmented blasting vertical shaft excavation method |
| CN112412467A (en) * | 2020-12-03 | 2021-02-26 | 中铁十二局集团有限公司 | Construction method of ventilation vertical shaft of 200-600 m for super-long road tunnel by' reverse shaft method |
-
2022
- 2022-06-29 CN CN202210755876.1A patent/CN115059486B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH06294274A (en) * | 1993-04-09 | 1994-10-21 | Kajima Corp | Method for excavating vertical shaft by preboring |
| CN107084648A (en) * | 2017-04-24 | 2017-08-22 | 哈密新智源水利水电工程建设监理有限公司 | One kind uses pilot hole guide-localization and Smooth Blasting Construction method |
| CN107905792A (en) * | 2017-11-27 | 2018-04-13 | 新疆北方建设集团有限公司 | A kind of embedded shaft excavation construction technology |
| CN111594174A (en) * | 2020-05-08 | 2020-08-28 | 中电建十一局工程有限公司 | Full-section one-time pore-forming segmented blasting vertical shaft excavation method |
| CN112412467A (en) * | 2020-12-03 | 2021-02-26 | 中铁十二局集团有限公司 | Construction method of ventilation vertical shaft of 200-600 m for super-long road tunnel by' reverse shaft method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN115059486B (en) | 2023-07-18 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108286920B (en) | Implementation method for tunnel blasting and excavation | |
| CN108661643B (en) | It a kind of coal working face end adopts return channel and cuts top release shield lane method | |
| CN112964144B (en) | Soft rock railway tunnel blasting construction method in stress environment | |
| CN104532818A (en) | Treatment method for strip mine goaf | |
| CN106761745B (en) | The outer sublevel open stope method of arteries and veins | |
| CN109000525A (en) | A kind of shield driving upper-soft lower-hard ground presplit blasting construction method | |
| CN112377193B (en) | Deep well small coal pillar gob-side entry retaining method based on top breaking and pressure relief of lower key layer of top plate | |
| KR20180105100A (en) | Vibration-free rapid excavation method using pilot tunnel in large-scale tunnel | |
| CN109505606B (en) | Pre-roof-control mechanized sublevel open stoping subsequent filling mining method | |
| CN113187486A (en) | Gob-side entry driving method for deep well without coal pillar and formed entry | |
| CN111912307A (en) | Blasting excavation method of V-level surrounding rock large-section granite tunnel | |
| CN108915694B (en) | Construction method for tunnel lower-layer step full-section protective-layer-free extrusion blasting and road repairing and access protection | |
| CN112880501B (en) | Flight-limited hole drilling and blasting method for controlling tunnel blasting flyrock | |
| CN110307034A (en) | The strip-type grouting filling method in goaf | |
| CN112504041B (en) | Method for reducing tunnel blasting excavation vibration speed in urban sensitive environment | |
| CN109405688A (en) | Close on the blasting construction method in existing operation tunnel | |
| CN209263807U (en) | Micro-vibration rock and soil blasting structure | |
| CN113737781B (en) | Combined type hole digging pile construction structure and construction method thereof | |
| CN216159751U (en) | Anti-slide pile hole digging construction structure | |
| CN115059486A (en) | Rapid well completion method for rock vertical well | |
| CN112945035B (en) | Construction method for pre-splitting blasting excavation of middle and lower layers of diversion tunnel | |
| CN109900175A (en) | The low damage blasting method of underground mine tunnelling | |
| CN111220036B (en) | Blasting method for pilot tunnel at lower section of vertical shaft water curtain roadway | |
| CN209672960U (en) | Close on the blasting arrangement in existing operation tunnel | |
| CN116335665B (en) | Mining method for constructing near-horizontal thin ore body under top-protection layer stoping water body |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |