CN113153306A - Excavation supporting construction method for large-diameter vertical shaft - Google Patents
Excavation supporting construction method for large-diameter vertical shaft Download PDFInfo
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- CN113153306A CN113153306A CN202110500310.XA CN202110500310A CN113153306A CN 113153306 A CN113153306 A CN 113153306A CN 202110500310 A CN202110500310 A CN 202110500310A CN 113153306 A CN113153306 A CN 113153306A
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- 238000010276 construction Methods 0.000 title claims abstract description 79
- 238000009412 basement excavation Methods 0.000 title claims abstract description 59
- 239000011435 rock Substances 0.000 claims abstract description 20
- 239000002893 slag Substances 0.000 claims abstract description 12
- 238000012545 processing Methods 0.000 claims abstract description 4
- 238000005422 blasting Methods 0.000 claims description 92
- 239000002360 explosive Substances 0.000 claims description 19
- 238000005553 drilling Methods 0.000 claims description 15
- 238000000034 method Methods 0.000 claims description 10
- 239000004567 concrete Substances 0.000 claims description 8
- 239000011150 reinforced concrete Substances 0.000 claims description 8
- 239000000839 emulsion Substances 0.000 claims description 7
- 230000002093 peripheral effect Effects 0.000 claims description 6
- 238000009434 installation Methods 0.000 claims description 5
- 238000005507 spraying Methods 0.000 claims description 5
- 239000004570 mortar (masonry) Substances 0.000 claims description 4
- 239000007921 spray Substances 0.000 claims 1
- 239000010410 layer Substances 0.000 description 87
- 238000010586 diagram Methods 0.000 description 32
- 238000013461 design Methods 0.000 description 7
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 4
- 239000004568 cement Substances 0.000 description 3
- 238000005192 partition Methods 0.000 description 3
- 238000007599 discharging Methods 0.000 description 2
- 239000003814 drug Substances 0.000 description 2
- 238000004880 explosion Methods 0.000 description 2
- 229910052742 iron Inorganic materials 0.000 description 2
- 230000000903 blocking effect Effects 0.000 description 1
- 239000004744 fabric Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000011241 protective layer Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D1/00—Sinking shafts
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/04—Lining shafts; Linings therefor with brick, concrete, stone, or similar building materials
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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
Abstract
The invention is suitable for the technical field of shaft construction, and provides a construction method for excavation and support of a large-diameter shaft, which comprises the following steps: s1, top layer construction, namely, firstly excavating a groove, and then excavating the rest parts divided into 6 areas in sequence; s2, carrying out pilot shaft construction, carrying out excavation of a pilot shaft of 4 meters while carrying out support construction, and excavating the pilot shaft of 4 meters into a pilot shaft of 9 meters after the pilot shaft of 4 meters is communicated; s3, constructing a plurality of middle layers, wherein grooving is performed before each layer of excavation, and then the excavation is sequentially performed in an annular sequence; s4, constructing a bottom layer, namely filling slag to the top of a rock pillar in the annular guide hole of the bottom layer by using the rock slag which is collapsed when the last middle layer is communicated with the annular guide hole of the bottom layer, and then excavating and processing the rock pillar areas which are divided into 3 areas in a layered mode according to the sequence; and S5, performing annular pilot tunnel construction, and excavating the annular pilot tunnel by adopting a full section once. The invention can improve the dimensional accuracy and the strength of each layer structure and can also improve the construction efficiency of each layer.
Description
Technical Field
The invention relates to the technical field of shaft construction, in particular to a construction method for excavation and support of a large-diameter shaft.
Background
The vertical shaft is a shaft-shaped pipeline with a vertical hole wall and is mainly used for connecting the bottom of the water pool with the traffic branch hole to serve as a slag discharging channel.
The existing shaft construction is directly carried out direct blasting excavation from top to bottom, targeted construction is not carried out on each layer, collapse is easily caused by the direct blasting excavation construction mode from top to bottom, the size of the shaft is not consistent with the designed size, and the construction efficiency is low.
Disclosure of Invention
The invention provides a large-diameter shaft excavation supporting construction method, and aims to solve the problems that collapse is easily caused because the construction of each layer is not performed on the conventional shaft construction, the size of the shaft is not consistent with the designed size, and the construction efficiency is low.
The invention is realized in such a way, and provides a construction method for excavation and support of a large-diameter vertical shaft, which comprises the following steps:
s1, constructing a top layer, namely firstly excavating a groove along the direction of an outlet of a hall, paving slope roads at two ends of the groove after the groove is excavated, and then excavating the rest parts divided into 6 areas in sequence;
s2, carrying out guide well construction, carrying out excavation of a guide well of 4 meters while carrying out support construction on the top layer after the top layer is excavated, and excavating the guide well of 4 meters into a guide well of 9 meters after the guide well of 4 meters is communicated;
s3, constructing a plurality of middle layers, and excavating layer by layer from top to bottom; slotting before each layer of excavation, and then sequentially excavating in a circumferential direction;
s4, constructing a bottom layer, namely filling slag to the top of a rock pillar in the annular guide hole of the bottom layer by using the rock slag which is collapsed when the last middle layer is communicated with the annular guide hole of the bottom layer, and then excavating and processing the rock pillar areas which are divided into 3 areas in a layered mode according to the sequence;
and S5, performing annular pilot tunnel construction, and excavating the annular pilot tunnel by adopting one full-section after the bottom layer is excavated.
Furthermore, the 6 areas of the top layer are symmetrically arranged at two sides of the groove, and the excavation sequence sequentially comprises two areas with symmetrical middle parts, two areas with opposite angles and the other two areas with opposite angles.
Furthermore, the groove is drilled by a hydraulic drilling machine, the middle part of the groove forms a blank surface for pottery, and the groove is formed by partition and block bench blasting; drilling the rest part of the top layer by using a hydraulic drilling machine, and blasting in a differential bench; the explosive amount for groove blasting is less than or equal to a first preset explosive amount, and the explosive amount for the rest part of the top layer is less than or equal to a second preset explosive amount.
Furthermore, the 4m pilot shaft is blasted section by section from bottom to top, PVC plastic pipes are respectively inserted into four spaced blasting holes before the 4m pilot shaft is blasted, wherein the 4m pilot shaft blasting pipe is manufactured by the steps of plugging 30 cm to 50 cm at the bottom of a pipe body, then loading an emulsion explosive, and plugging the top of the pipe body of 30 cm to 50 cm after loading the emulsion explosive.
Furthermore, the blasting method of the 9 m pilot shaft and the blasting tube used are the same as those of the 4m pilot shaft.
Furthermore, the middle layer adopts a rotary hole of a hydraulic drilling machine, the main explosion area adopts differential bench blasting, and the peripheral holes adopt vertical smooth blasting.
Furthermore, the annular pilot hole adopts hand-wind drilling and hole rotating, the middle wedge-shaped part adopts cut blasting, the collapse holes adopt millisecond blasting, and the peripheral holes adopt smooth blasting.
Furthermore, the top layer supporting construction step sequentially comprises concrete spraying, anchor cable installation and reinforced concrete lining.
Furthermore, the middle layer construction comprises support construction, and the support construction of the middle layer sequentially comprises the steps of installing a mortar anchor rod, spraying concrete, installing an anchor cable and lining reinforced concrete.
Furthermore, the bottom layer construction comprises support construction, and the support construction of the bottom layer sequentially comprises the steps of installing a mortar anchor rod, spraying concrete, an anchor bar pile, a bottom plate cushion layer concrete and reinforced concrete lining, and a side wall reinforced concrete lining.
According to the construction method, the top layer, the pilot shaft, the plurality of middle layers, the bottom layer and the reversing pilot tunnel are constructed in a targeted manner, so that the dimensional accuracy and the strength of each layer structure can be improved, the construction efficiency of each layer can also be improved, and the problems that collapse is easy to occur during construction, the size of a vertical shaft is not consistent with the designed size, and the construction efficiency is low are solved.
Drawings
Fig. 1 is a schematic flow chart of an excavation supporting construction method for a large-diameter shaft according to an embodiment of the invention.
Fig. 2 is a structural schematic diagram of layered blocks in the excavation supporting construction method for the large-diameter shaft provided by the embodiment of the invention.
Fig. 3 is a schematic sectional block diagram of a layer 1 in the excavation supporting construction method of the large-diameter shaft provided by the embodiment of the invention.
Fig. 4 is a schematic sectional block diagram of a 4-meter pilot shaft and a 9-meter pilot shaft in the excavation supporting construction method for the large-diameter vertical shaft according to the embodiment of the invention.
Fig. 5 is a schematic view of circumferential partitions of a 2 nd layer to a 7 th layer in a large-diameter shaft excavation supporting construction method provided by an embodiment of the invention.
Fig. 6 is a schematic view of an annular pilot tunnel and an excavation expanding section in the excavation supporting construction method for the large-diameter shaft provided by the embodiment of the invention.
Fig. 7 is a schematic diagram of blasting arrangement of a layer 1 groove in a excavation supporting construction method for a large-diameter shaft provided by an embodiment of the invention.
Fig. 8 is a schematic diagram of blasting arrangement of a layer 1A, B area in a large-diameter shaft excavation supporting construction method provided by the embodiment of the invention.
Fig. 9 is a schematic diagram of a blasting section of a layer 1A, B area in a large-diameter shaft excavation supporting construction method.
Fig. 10 is a schematic diagram of blasting arrangement of a layer 1C, D, E, F area in a large-diameter shaft excavation supporting construction method provided by an embodiment of the invention.
Fig. 11 is a schematic blasting cross-section of a layer 1C, D, E, F area in a large-diameter shaft excavation supporting construction method provided by an embodiment of the invention.
Fig. 12 is a schematic diagram of blasting layout of a 4-meter pilot shaft in the excavation supporting construction method for the large-diameter vertical shaft provided by the embodiment of the invention.
Fig. 13 is a schematic structural diagram of a 4-meter blasting tube of a guide shaft in the excavation supporting construction method for the large-diameter vertical shaft according to the embodiment of the invention.
Fig. 14 is a blasting layout schematic diagram of a 9-meter pilot shaft in the excavation supporting construction method for the large-diameter vertical shaft provided by the embodiment of the invention.
Fig. 15 is a blasting layout schematic diagram of the slotted zones from the 2 nd layer to the 7 th layer in the excavation supporting construction method of the large-diameter shaft provided by the embodiment of the invention.
Fig. 16 is a schematic blasting cross-section of the 2 nd to 7 th floors in the excavation supporting construction method for the large-diameter shaft provided by the embodiment of the invention.
Fig. 17 is a schematic diagram of blasting arrangement of annular excavation areas from the 2 nd layer to the 7 th layer in the excavation supporting construction method for the large-diameter shaft provided by the embodiment of the invention.
Fig. 18 is a schematic cross-sectional view of the circumferential pilot tunnel and rock pillar region in the excavation supporting construction method for the large-diameter shaft provided by the embodiment of the invention.
Fig. 19 is a schematic diagram of blasting arrangement of the circumferential pilot tunnel and rock pillar region in the excavation supporting construction method for the large-diameter shaft provided by the embodiment of the invention.
Fig. 20 is a schematic diagram of a blasting section of an annular pilot tunnel and a rock pillar region in the excavation and support construction method for the large-diameter vertical shaft according to the embodiment of the invention.
Fig. 21 is a schematic diagram of blasting arrangement of circumferential guide holes in the excavation supporting construction method for the large-diameter vertical shaft provided by the embodiment of the invention.
Fig. 22 is a schematic blasting cross-section of the circumferential pilot tunnel in the excavation supporting construction method for the large-diameter shaft according to the embodiment of the invention.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
The embodiment of the invention provides a construction method for excavation and support of a large-diameter vertical shaft, which is shown in the accompanying drawings 1 to 22 and comprises the following steps.
And S1, constructing a top layer, namely firstly excavating a groove along the direction of the outlet of the hall, paving slope roads at two ends of the groove after the groove is excavated, and then excavating the rest parts divided into 6 areas according to the sequence.
In this embodiment, the construction height of the top floor is 5 meters, which is the 1 st floor.
Specifically, the 6 areas of the top layer are symmetrically arranged on two sides of the groove, and the excavation sequence sequentially comprises two areas with symmetrical middle parts, two areas with opposite angles and the other two areas with opposite angles. In this embodiment, the 6 areas are A, B, C, D, E, F respectively, and the excavation sequence is A-B-C-D-E-F.
Specifically, the groove is drilled by a hydraulic drilling machine, the middle part of the groove forms a blank surface for pottery, and the groove is formed by partition and block bench blasting; drilling the rest part of the top layer by using a hydraulic drilling machine, and blasting in a differential bench; the explosive amount for groove blasting is less than or equal to a first preset explosive amount, and the explosive amount for the rest part of the top layer is less than or equal to a second preset explosive amount. Wherein, the first preset medicine amount and the second preset medicine amount are set according to actual requirements.
And S2, constructing a guide shaft, excavating the guide shaft of 4 meters while supporting and constructing the top layer after the top layer is excavated, excavating the guide shaft of 9 meters after the guide shaft of 4 meters is communicated with the guide shaft, and communicating the guide shaft with the annular guide hole of the bottom layer to form a slag discharging channel of the whole vertical shaft.
Specifically, the 4-meter pilot shaft is blasted section by section from bottom to top, PVC plastic pipes are respectively inserted into four spaced blasting holes before the 4-meter pilot shaft is blasted, wherein the 4-meter pilot shaft blasting pipes are manufactured by the steps of plugging 30-50 cm at the bottom of a pipe body, then loading an emulsion explosive, and plugging the top of the pipe body with 30-50 cm after loading the emulsion explosive.
And the step of plugging the bottom of the pipe body is to penetrate an iron wire from the drilled hole to the bottom, fix gunny bags, cloth and the like on the iron wire as plugging materials, fill rapid-hardening cement from the upper part of the drilled hole to plug the bottom to a designed length, and fill the emulsion explosive after the cement strength meets the design requirement. And the step of blocking the top of the pipe body is to block the top after binding plastic bagged cement with the length of 50 cm and the diameter of 10 cm.
The blasting parameters are determined through a blasting test during 4m pilot shaft blasting, and the flatness of the pilot shaft is ensured so as to reduce the influence on slag, non-electric millisecond plastic pilot pipes are connected in series to form a blasting network for realizing micro-differential blasting in blasting, and an electric detonator is detonated so as to be led to an upper wellhead by the pilot pipes.
Specifically, the blasting method of the 9 m pilot shaft and the blasting pipe used are the same as those of the 4m pilot shaft.
S3, constructing a plurality of middle layers, and excavating layer by layer from top to bottom; grooving before each layer of excavation, and then sequentially excavating in a circumferential direction.
In this embodiment, the number of the middle layers is 6, and 2 to 7 layers are provided, and each layer is divided into a slotted zone 1 and 2 to 17 annular slotted zones. The trenching area 1 to the trenching area 17 are divided into 6 large areas (not including guide wells), the trenching height of the 2 nd to the 6 th layers is 5 meters, and the trenching height of the 7 th layer is 6.7 meters.
Specifically, the middle layer adopts a rotary hole of a hydraulic drilling machine, the main explosion area adopts differential bench blasting, the peripheral holes adopt vertical smooth blasting, the contour line adopts smooth blasting, and slag is discharged from the guide shaft by a backhoe.
S4, constructing the bottom layer, namely filling slag to the top of the rock pillar in the annular guide hole at the bottom layer by using the rock slag which is collapsed when the last middle layer is communicated with the annular guide hole at the bottom layer, and then excavating and processing the rock pillar areas which are divided into 3 areas in sequence in a layered mode.
In this embodiment, the bottom layer is the 8 th layer, and is divided into 6 large areas, the excavation height of the large areas is 9.2 meters, and the rock pillar area is divided into 1 to 3 areas, wherein the area 1 corresponds to the circumferential pilot tunnel, and the excavation sequence is 1-2-3.
And S5, performing annular pilot tunnel construction, and excavating the annular pilot tunnel by adopting one full-section after the bottom layer is excavated.
Specifically, the elevation of the annular pilot tunnel bottom plate is consistent with that of the traffic branch tunnel bottom plate, the width of the pilot tunnel is 6 meters, the height of the pilot tunnel is 7 meters, and a 1.2-meter protective layer is reserved between the pilot tunnel bottom plate and the pool bottom plate for post excavation treatment.
Specifically, the annular pilot hole adopts hand-wind drilling and hole turning, the middle wedge-shaped part adopts cut blasting, the collapse holes adopt millisecond blasting, and the peripheral holes adopt smooth blasting.
Wherein, the blasting technical parameter table of the 1 st layer groove is as follows:
the blasting parameter design table of the layer 1 groove is as follows:
the blasting specification in the area of layer 1A, B is as follows:
the table for the blasting parameters for layer 1A, B is shown below:
the blasting specification in the area of layer 1C, D, E, F is as follows:
the table for the blasting parameters for layer 1C, D, E, F is shown below:
the blasting technical parameter table of the 4m pilot well is as follows:
the blasting parameter design table of the 4m pilot well is as follows:
the blasting technical parameter table of the 9-guide well is as follows:
the blasting parameter design table of the 9-guide well is as follows:
the blasting technical parameter tables of the layer 2 to 7 slotting regions are as follows:
the blasting parameter design table of the grooving areas of the 2 nd to 7 th layers is as follows:
another blasting technique parameter table for layer 2 to 7 slotting regions is as follows:
another table of blast parameters for the layer 2 to 7 slotted zones is shown below:
the blasting technical parameter table for the zone of the 8 th-layer pillar is as follows:
the blasting parameter design table of the 8 th layer rock column area is as follows:
another blasting technique parameter table for the zone of the 8 th-layer pillar is as follows:
another blasting parameter design table for the 8 th-layer pillar zone is as follows:
in the above method, the schematic diagram of the partitioned block of the layer 1 is shown in fig. 3, the schematic diagram of the blasting arrangement of the layer 1 groove is shown in fig. 7, the schematic diagram of the blasting arrangement of the layer 1A, B is shown in fig. 8, the schematic diagram of the blasting arrangement of the layer 1C, D, E, F is shown in fig. 10, the schematic diagram of the partitioned block of the 4m pilot shaft and the 9 m pilot shaft is shown in fig. 4, the schematic diagram of the blasting arrangement of the 4m pilot shaft is shown in fig. 12, the schematic diagram of the structure of the blasting tube of the 4m pilot shaft is shown in fig. 13, the schematic diagram of the blasting arrangement of the 9 m pilot shaft is shown in fig. 14, the schematic diagram of the circumferential partitioned block of the layers 2 to 7 is shown in fig. 5, the blasting arrangement of the slotted zone of the layers 2 to 7 is shown in fig. 15, the schematic diagram of the blasting section of the layers 2 to 7 is shown in fig. 16, the schematic diagram of the blasting arrangement of the annular slotted zone of the layers 2 to 7 is shown in fig. 17, the schematic diagram of the annular pilot hole and the expanded excavation section is shown in the attached drawing 6, the schematic diagram of the section of the annular pilot hole and the rock pillar region is shown in the attached drawing 18, the schematic diagram of the blasting arrangement of the annular pilot hole and the rock pillar region is shown in the attached drawing 19, the schematic diagram of the blasting section of the annular pilot hole and the rock pillar region is shown in the attached drawing 20, the schematic diagram of the blasting arrangement of the annular pilot hole is shown in the attached drawing 21, and the schematic diagram of the blasting section of the annular pilot hole is shown in the attached drawing 22.
It should be noted that, in this document, the term "comprises/comprising" or any other variation thereof is intended to cover a non-exclusive inclusion, so that a process, article or apparatus that comprises a list of elements does not include only those elements but also other elements not expressly listed or inherent to such process, article or apparatus. Without further limitation, an element defined by the phrase "comprising a" does not exclude the presence of other like elements in a process or apparatus that comprises the element.
The present invention is not limited to the above preferred embodiments, and any modifications, equivalent substitutions and improvements made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (10)
1. The excavation supporting construction method for the large-diameter vertical shaft is characterized by comprising the following steps of:
s1, constructing a top layer, namely firstly excavating a groove along the direction of an outlet of a hall, paving slope roads at two ends of the groove after the groove is excavated, and then excavating the rest parts divided into 6 areas in sequence;
s2, carrying out guide well construction, carrying out excavation of a guide well of 4 meters while carrying out support construction on the top layer after the top layer is excavated, and excavating the guide well of 4 meters into a guide well of 9 meters after the guide well of 4 meters is communicated;
s3, constructing a plurality of middle layers, and excavating layer by layer from top to bottom; slotting before each layer of excavation, and then sequentially excavating in a circumferential direction;
s4, constructing a bottom layer, namely filling slag to the top of a rock pillar in the annular guide hole of the bottom layer by using the rock slag which is collapsed when the last middle layer is communicated with the annular guide hole of the bottom layer, and then excavating and processing the rock pillar areas which are divided into 3 areas in a layered mode according to the sequence;
and S5, performing annular pilot tunnel construction, and excavating the annular pilot tunnel by adopting one full-section after the bottom layer is excavated.
2. The excavation supporting construction method of the large-diameter shaft according to claim 1, wherein 6 areas of the top layer are symmetrically arranged at two sides of the groove, and the excavation sequence is sequentially two areas which are symmetrical in the middle, two areas which are opposite angles and the other two areas which are opposite angles.
3. The excavation supporting construction method for the large-diameter vertical shaft according to claim 1, wherein the groove is drilled by a hydraulic drilling machine, a blank surface is formed on pottery in the middle, and the groove is formed by blasting in different blocks and bench sections; drilling the rest part of the top layer by using a hydraulic drilling machine, and blasting in a differential bench; the explosive amount for groove blasting is less than or equal to a first preset explosive amount, and the explosive amount for the rest part of the top layer is less than or equal to a second preset explosive amount.
4. The excavation supporting construction method of the large-diameter vertical shaft according to claim 1, wherein the 4-meter pilot shaft is blasted section by section from bottom to top, PVC plastic pipes are inserted into four spaced blasting holes respectively before the 4-meter pilot shaft is blasted, and the blasting pipe for blasting the 4-meter pilot shaft is manufactured by the steps of plugging 30-50 cm at the bottom of a pipe body, then loading emulsion explosive, and plugging 30-50 cm of the top of the pipe body after loading the emulsion explosive.
5. A method for the excavation supporting construction of a large-diameter shaft according to claim 1, wherein the blasting method and the blasting pipe used for the 9 m pilot shaft are the same as those used for the 4m pilot shaft.
6. The excavation supporting construction method of the large-diameter shaft according to claim 1, wherein the middle layer adopts a hydraulic drilling machine for rotary holes, the main blasting area adopts differential bench blasting, and the peripheral holes adopt vertical smooth blasting.
7. The excavation and support construction method for the large-diameter vertical shaft according to claim 1, wherein the annular pilot hole adopts hand wind drilling and turning, the middle wedge-shaped hole adopts undercutting blasting, the caving hole adopts millisecond blasting, and the peripheral hole adopts smooth blasting.
8. The excavation supporting construction method for the large-diameter vertical shaft according to claim 1, wherein the supporting construction steps of the top layer are concrete spraying, anchor cable installation and reinforced concrete lining in sequence.
9. The excavation supporting construction method for the large-diameter shaft according to claim 1, wherein the middle layer construction comprises supporting construction, and the supporting construction steps of the middle layer are installation of a mortar anchor rod, concrete spraying, installation of an anchor cable and reinforced concrete lining in sequence.
10. The excavation supporting construction method for the large-diameter shaft according to claim 1, wherein the bottom layer construction comprises supporting construction, and the supporting construction steps of the bottom layer are installation of mortar anchor rods, spray concrete, anchor bar piles, bottom plate cushion concrete and reinforced concrete lining, and side wall reinforced concrete lining in sequence.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114320303A (en) * | 2021-12-09 | 2022-04-12 | 中国铁建大桥工程局集团有限公司 | Method for excavating vertical shaft flood discharge tunnel body support |
| CN114320304A (en) * | 2022-02-11 | 2022-04-12 | 中国水利水电第五工程局有限公司 | Excavation method of large-aperture slag chute open type surge shaft and hoisting construction platform |
| CN115262500A (en) * | 2022-08-10 | 2022-11-01 | 武汉理工大学 | Spiral excavation structure and method for cave type dam abutment groove |
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