CN113153306B - Major diameter shaft excavation supporting construction method - Google Patents
Major diameter shaft excavation supporting construction method Download PDFInfo
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- CN113153306B CN113153306B CN202110500310.XA CN202110500310A CN113153306B CN 113153306 B CN113153306 B CN 113153306B CN 202110500310 A CN202110500310 A CN 202110500310A CN 113153306 B CN113153306 B CN 113153306B
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- 238000010276 construction Methods 0.000 title claims abstract description 73
- 238000009412 basement excavation Methods 0.000 title claims abstract description 66
- 239000011435 rock Substances 0.000 claims abstract description 24
- 239000002893 slag Substances 0.000 claims abstract description 12
- 238000005422 blasting Methods 0.000 claims description 69
- 239000002360 explosive Substances 0.000 claims description 19
- 238000005553 drilling Methods 0.000 claims description 14
- 239000004567 concrete Substances 0.000 claims description 8
- 238000000034 method Methods 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
- 238000005507 spraying Methods 0.000 claims description 6
- 238000004880 explosion Methods 0.000 claims description 5
- 239000004570 mortar (masonry) Substances 0.000 claims description 4
- 238000010586 diagram Methods 0.000 description 33
- 238000005192 partition Methods 0.000 description 4
- 239000004568 cement Substances 0.000 description 3
- 238000009434 installation Methods 0.000 description 3
- 229910000831 Steel Inorganic materials 0.000 description 2
- 238000007599 discharging Methods 0.000 description 2
- 239000003814 drug Substances 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 239000010959 steel Substances 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
- 238000007789 sealing Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
- 238000013316 zoning Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D1/00—Sinking shafts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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 OR ROCK 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
-
- 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
- F42D3/00—Particular applications of blasting techniques
- F42D3/04—Particular applications of blasting techniques for rock blasting
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mechanical Engineering (AREA)
- Civil Engineering (AREA)
- Earth Drilling (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention is applicable to the technical field of shaft construction, and provides a large-diameter shaft excavation supporting construction method, which comprises the following steps: s1, constructing a top layer, firstly excavating a groove, and then excavating the rest parts divided into 6 areas according to the sequence; s2, conducting well construction, namely conducting 4-meter well guidance excavation while conducting support construction, and excavating the 4-meter well guidance into 9-meter well guidance after the 4-meter well guidance is communicated; s3, constructing a plurality of middle layers, slotting before each layer is excavated, and then sequentially excavating in a circumferential sequence; s4, constructing a bottom layer, namely, filling slag to the top of a rock column in the annular guide hole of the bottom layer by using the caving rock slag when the last middle layer is communicated with the annular guide hole of the bottom layer, and then carrying out layered excavation treatment according to the sequence to divide the rock column into 3 rock column regions; s5, constructing the annular pilot tunnel, and excavating the annular pilot tunnel by adopting a full section once. The invention can improve the dimensional accuracy and 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 large-diameter shaft excavation supporting construction method.
Background
The vertical shaft is a well-shaped pipeline with an upright hole wall, and is mainly used for connecting the bottom of a water pool with a traffic support hole to be used as a slag discharging channel.
The existing shaft construction is directly carried out by blasting excavation from top to bottom, each layer is not subjected to targeted construction, collapse is easily caused by the construction mode of directly carrying out the direct blasting excavation from top to bottom, the size of the shaft is inconsistent with the design size, and the construction efficiency is low.
Disclosure of Invention
The invention provides a large-diameter shaft excavation supporting construction method, which aims to solve the problems that collapse is easy to cause because no targeted construction is carried out on each layer in the conventional shaft construction, the size of the shaft is inconsistent with the design size, and the construction efficiency is low.
The invention provides a construction method for excavating and supporting a large-diameter vertical shaft, which comprises the following steps:
s1, constructing a top layer, firstly excavating a groove along the direction of an exit of a hall, paving inclined ramps 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;
s2, conducting well construction, namely conducting 4-meter conducting well excavation while conducting supporting construction on the top layer after the top layer excavation is completed, and conducting 9-meter conducting well excavation after the 4-meter conducting well is communicated;
s3, constructing a plurality of middle layers, and excavating the layers from top to bottom; slotting before each layer of excavation, and then sequentially excavating in a circumferential sequence;
s4, constructing a bottom layer, namely, filling slag to the top of a rock column in the annular guide hole of the bottom layer by using the caving rock slag when the last middle layer is communicated with the annular guide hole of the bottom layer, and then carrying out layered excavation treatment according to the sequence to divide the rock column into 3 rock column regions;
s5, constructing the annular pilot tunnel, and excavating the annular pilot tunnel by adopting a full section once after the bottom layer is excavated.
Furthermore, the 6 areas of the top layer are symmetrically arranged on two sides of the groove, and the excavation sequence is sequentially two areas with symmetrical middle parts, two areas with opposite angles and the other two areas with opposite angles.
Furthermore, the grooves are drilled by a hydraulic drilling machine, the hollow surface of the middle pair Tao Xingcheng is formed by partitioned and segmented bench blasting; drilling holes on the rest part of the top layer by adopting a hydraulic drilling machine, and blasting the micro-differential bench; the explosive amount for blasting the groove is smaller than or equal to a first preset explosive amount, and the explosive amount for blasting the rest part of the top layer is smaller than or equal to a second preset explosive amount.
Furthermore, the 4-meter guide well is blasted from bottom to top, and PVC plastic pipes are respectively inserted into four blastholes at intervals before the 4-meter guide well is blasted, wherein the manufacturing steps of the blastpipe for the 4-meter guide well blasting are that 30 cm to 50 cm of the bottom of the pipe body is plugged, then emulsion explosive is filled, and the top of the pipe body is plugged after 30 cm to 50 cm of the emulsion explosive is filled.
Further, the blasting method and the blasting tube used for the 9-meter guide well are the same as those for the 4-meter guide well.
Furthermore, the middle layer adopts a hydraulic drilling machine rotary hole, the main explosion area adopts differential bench explosion, and the peripheral holes adopt vertical smooth blasting.
Furthermore, the annular guide hole adopts a hand wind drill to rotate holes, the middle wedge is cut and blasted, the caving holes adopt a slight difference millisecond blasting, and the peripheral holes adopt a smooth blasting.
Furthermore, the support construction steps of the top layer sequentially comprise concrete spraying, anchor cable installation and reinforced concrete lining.
Further, the middle layer construction comprises support construction, and the support construction steps of the middle layer comprise installation of a mortar anchor rod, concrete spraying, installation of an anchor rope and reinforced concrete lining in sequence.
Furthermore, the bottom layer construction comprises supporting construction, and the supporting construction steps of the bottom layer sequentially comprise mounting mortar anchor rods, spraying concrete, anchor bar piles, bottom plate cushion layer concrete, reinforced concrete lining and side wall reinforced concrete lining.
According to the invention, the top layer, the guide well, the plurality of middle layers, the bottom layer and the reversing guide hole are subjected to targeted construction, so that the dimensional accuracy and the strength of each layer of structure can be improved, the construction efficiency of each layer can be improved, and the problems that collapse is easy to occur during construction, the size of a vertical shaft is inconsistent with the design size, and the construction efficiency is low are solved.
Drawings
Fig. 1 is a schematic flow chart of a large-diameter shaft excavation supporting construction method provided by an embodiment of the invention.
Fig. 2 is a schematic structural diagram of layering and blocking in a large-diameter shaft excavation supporting construction method according to an embodiment of the present invention.
Fig. 3 is a schematic block diagram of partition of layer 1 in the construction method for excavating and supporting a large-diameter vertical shaft according to the embodiment of the invention.
Fig. 4 is a schematic block diagram of a 4m pilot shaft and a 9 m pilot shaft in a large-diameter shaft excavation supporting construction method according to an embodiment of the present invention.
Fig. 5 is a schematic view of circumferential zoning from layer 2 to layer 7 in a large-diameter shaft excavation supporting construction method according to an embodiment of the present invention.
Fig. 6 is a schematic diagram of an annular pilot tunnel and an expanded excavation section in a large-diameter shaft excavation supporting construction method according to an embodiment of the present invention.
Fig. 7 is a schematic diagram of blasting arrangement of a layer 1 groove in a large-diameter shaft excavation supporting construction method according to an embodiment of the present invention.
Fig. 8 is a schematic diagram of blasting arrangement of a layer 1 region A, B in a large-diameter shaft excavation supporting construction method according to an embodiment of the present invention.
Fig. 9 is a schematic diagram of a blasting cross-section of a region A, B of layer 1 in a large-diameter shaft excavation supporting construction method.
Fig. 10 is a schematic diagram of blasting arrangement of a layer 1 region C, D, E, F in a large-diameter shaft excavation supporting construction method according to an embodiment of the present invention.
Fig. 11 is a schematic diagram of a blasting cross-section of a layer 1 region C, D, E, F in a large-diameter shaft excavation supporting construction method according to an embodiment of the present invention.
Fig. 12 is a schematic diagram of blasting arrangement of a 4m pilot shaft in a large-diameter shaft excavation supporting construction method according to an embodiment of the present invention.
Fig. 13 is a schematic structural diagram of a blasting tube of a 4m pilot shaft in the construction method for excavating and supporting a large-diameter vertical shaft according to the embodiment of the invention.
Fig. 14 is a schematic diagram of blasting arrangement of a 9 m pilot shaft in a large-diameter shaft excavation supporting construction method according to an embodiment of the present invention.
Fig. 15 is a schematic diagram of blasting arrangement of a grooving area from layer 2 to layer 7 in a large-diameter shaft excavation supporting construction method according to an embodiment of the present invention.
Fig. 16 is a schematic diagram of blasting cross-sections of layers 2 to 7 in a large-diameter shaft excavation supporting construction method according to an embodiment of the present invention.
Fig. 17 is a schematic diagram of blasting arrangement of annular excavation regions from layer 2 to layer 7 in a large-diameter shaft excavation supporting construction method according to an embodiment of the present invention.
Fig. 18 is a schematic cross-sectional view of a circumferential pilot tunnel and a rock pillar region in a large-diameter shaft excavation supporting construction method according to an embodiment of the present invention.
Fig. 19 is a schematic diagram of blasting arrangement of a circumferential pilot tunnel and a rock pillar region in a large-diameter shaft excavation supporting construction method according to an embodiment of the present invention.
Fig. 20 is a schematic diagram of a blasting cross-section of a circumferential pilot tunnel and a rock pillar area in a large-diameter shaft excavation supporting construction method according to an embodiment of the present invention.
Fig. 21 is a schematic diagram of blasting arrangement of an annular pilot tunnel in a large-diameter shaft excavation supporting construction method according to an embodiment of the present invention.
Fig. 22 is a schematic diagram of a blasting section of an annular pilot tunnel in a large-diameter shaft excavation supporting construction method according to an embodiment of the present invention.
Detailed Description
The present invention will be described in further detail with reference to the drawings and examples, in order to make the objects, technical solutions and advantages of the present invention more apparent. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the invention.
The embodiment of the invention provides a large-diameter shaft excavation supporting construction method, which is shown in the accompanying drawings from 1 to 22 and comprises the following steps of.
S1, constructing a top layer, firstly excavating a groove along the direction of a hall outlet, paving inclined ramps 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 layer is 5 meters, which is layer 1.
Specifically, the 6 areas of the top layer are symmetrically arranged on two sides of the groove, and the excavation sequence is sequentially 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, and the excavation sequence is A-B-C-D-E-F.
Specifically, the grooves are drilled by a hydraulic drilling machine, the hollow surface of the middle pair Tao Xingcheng is formed by blasting in a partitioned and block-separated bench; drilling holes on the rest part of the top layer by adopting a hydraulic drilling machine, and blasting the micro-differential bench; the explosive amount for blasting the groove is smaller than or equal to a first preset explosive amount, and the explosive amount for blasting the rest part of the top layer is smaller than or equal to a second preset explosive amount. The first preset medicine amount and the second preset medicine amount are set according to actual requirements.
S2, conducting well construction, namely conducting 4 meters of conducting well excavation while supporting the top layer after the top layer excavation is completed, conducting 9 meters of conducting well excavation after the 4 meters of conducting well is penetrated, so that the conducting well is penetrated with the bottom layer annular guide hole, and a slag discharging channel of the whole vertical shaft is formed.
Specifically, the 4-meter guide well is blasted from bottom to top, and PVC plastic pipes are respectively inserted into four blastholes at intervals before the 4-meter guide well is blasted, wherein the manufacturing steps of the blastpipe for the 4-meter guide well blasting are that 30 cm to 50 cm of the bottom of the pipe body is plugged, then emulsion explosive is filled, and the top of the pipe body is plugged after 30 cm to 50 cm of the emulsion explosive is filled.
The method comprises the steps of plugging the bottom of a pipe body, namely, threading a steel wire from a drilling hole to the bottom, fixing gunny bags, cloth and the like on the steel wire to serve as plugging materials, filling quick setting cement from the upper part of the drilling hole to enable the bottom to be plugged to a designed length, and then, reloading the emulsion explosive after the cement strength reaches the design requirement. The sealing step of the top of the pipe body is to seal 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 blasting of the 4-meter guide well, the flatness of the guide well is ensured, the influence on slag sliding is reduced, a non-electric millisecond plastic detonating tube is adopted for blasting in series to form a blasting network to realize differential blasting, and an electric detonator is used for detonating, so that the detonating tube is adopted for leading to an upper wellhead.
Specifically, the blasting method and the blasting tube used for the 9-meter guide well are the same as those of the 4-meter guide well.
S3, constructing a plurality of middle layers, and excavating the layers from top to bottom; each layer is firstly grooved before excavation, and then sequentially excavated in a circumferential order.
In this embodiment, the number of middle layers is 6, and is 2 to 7 layers respectively, and each layer is divided into a slotting region 1 and 2 to 17 annular excavation regions. Wherein, the slotting area 1 to the excavation area 17 are divided into 6 large areas (without a guide well), the excavation height of the 2 nd layer to the 6 th layer is 5 meters, and the excavation height of the 7 th layer is 6.7 meters.
Specifically, the middle layer adopts a hydraulic drilling machine rotary hole, the main explosion area adopts a slight difference bench for blasting, the peripheral holes adopt a vertical smooth blasting, the contour line adopts a smooth blasting, and slag is slipped out from the guide well by adopting a back hoe.
S4, constructing a bottom layer, namely, using the last rock slag which is caving when the middle layer is communicated with the bottom layer annular guide hole to pad slag to the top of a rock column in the bottom layer annular guide hole, and then dividing the rock column into rock column regions of 3 regions according to sequential layered excavation treatment.
In this embodiment, the bottom layer is an 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 annular guide hole, and the excavation sequence is 1-2-3.
S5, constructing the annular pilot tunnel, and excavating the annular pilot tunnel by adopting a full section once after the bottom layer is excavated.
Specifically, the annular pilot tunnel bottom plate and the traffic branch tunnel bottom plate are Cheng Yizhi in height, the pilot tunnel is 6 m wide and 7 m high, and the pilot tunnel bottom plate and the pool bottom plate are reserved with 1.2 m protection layers for later excavation treatment.
Specifically, the annular guide hole adopts a hand wind drill to rotate holes, the middle wedge adopts cut blasting, the caving holes adopt slight difference millisecond blasting, and the peripheral holes adopt smooth blasting.
Wherein, the blasting technical parameters of the layer 1 groove are shown as follows:
the blast parameter design table for the layer 1 trench is as follows:
the blasting-technical parameters of the zone of layer 1A, B are shown below:
the blast parameter design table for zone 1, layer A, B, is as follows:
the blasting-technical parameters of the zone of layer 1C, D, E, F are shown below:
the blast parameter design table for zone 1, layer C, D, E, F, is as follows:
the blasting-technical parameters of the 4m pilot well are shown below:
the blasting parameter design table of the 4m pilot well is as follows:
9 blasting-technical parameters of the pilot shaft are shown below:
9 the blasting parameter design table of the guide well is as follows:
blasting-technical parameters of the 2 nd to 7 th layer grooving regions are shown below:
the blast parameter design table for the 2 nd to 7 th layer slotting region is as follows:
another blasting-technical parameter table for the slotted zone of layers 2 to 7 is as follows:
another blast parameter design table for the 2 nd to 7 th floor slotted zone is as follows:
the blasting-technical parameters of the 8 th layer of the rock pillar area are shown as follows:
the blasting parameter design table for the 8 th layer of rock pillar area is as follows:
another blasting-technical parameter table for the zone of layer 8 rock string is as follows:
another blast parameter design table for the zone of layer 8 rock string is as follows:
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in the method, a partition block diagram of a layer 1 is shown in fig. 3, a layer 1 groove blasting arrangement diagram is shown in fig. 7, a blasting arrangement diagram of a layer 1 region A, B is shown in fig. 8, a blasting arrangement diagram of a layer 1 region C, D, E, F is shown in fig. 10, a partition block diagram of a 4m pilot well and a 9 m pilot well is shown in fig. 4, a blasting arrangement diagram of a 4m pilot well is shown in fig. 12, a structural diagram of a blasting tube of a 4m pilot well is shown in fig. 13, a blasting arrangement diagram of a 9 m pilot well is shown in fig. 14, a circumferential partition diagram of a layer 2 to a layer 7 is shown in fig. 5, a blasting arrangement diagram of a slotted region of a layer 2 to a layer 7 is shown in fig. 15, a blasting section diagram of a layer 2 to a layer 7 is shown in fig. 16, a section diagram of a ring-shaped excavation region of a layer 2 to a layer 7 is shown in fig. 17, a section diagram of a ring-shaped pilot hole and a hole-expanded section of a ring-shaped pilot hole is shown in fig. 6, a section diagram of a ring-shaped pilot hole and a hole region is shown in fig. 18, a section of a ring-shaped pilot hole and a ring-shaped pilot hole is shown in fig. 19 is shown in fig. 20, a section of a ring-shaped pilot hole is shown in fig. 21 is shown in fig. 20, a section of a ring-shaped section is shown in fig. 21.
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, such that a process, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, article, or apparatus. Without further limitation, an element defined by the phrase "comprising" does not exclude the presence of other like elements in a process or apparatus that includes such element.
The foregoing description of the preferred embodiments of the invention is not intended to be limiting, but rather is intended to cover all modifications, equivalents, and alternatives falling within the spirit and principles of the invention.
Claims (8)
1. The construction method for excavating and supporting the large-diameter vertical shaft is characterized by comprising the following steps:
s1, constructing a top layer, firstly excavating a groove along the direction of an exit of a hall, paving inclined ramps 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; the 6 areas of the top layer are symmetrically arranged on two sides of the groove, and the excavation sequence is sequentially two areas with symmetrical middle parts, two opposite angles and the other two opposite angles; the grooves are drilled by a hydraulic drilling machine, the middle part is opposite to the Tao Xingcheng temporary surface, and the grooves are formed by partitioned and segmented bench blasting; drilling holes on the rest part of the top layer by adopting a hydraulic drilling machine, and blasting the micro-differential bench; the explosive amount for blasting the groove is smaller than or equal to a first preset explosive amount, and the explosive amount for blasting the rest part of the top layer is smaller than or equal to a second preset explosive amount;
s2, conducting well construction, namely conducting 4-meter conducting well excavation while conducting supporting construction on the top layer after the top layer excavation is completed, and conducting 9-meter conducting well excavation after the 4-meter conducting well is communicated;
s3, constructing a plurality of middle layers, and excavating the layers from top to bottom; slotting before each layer of excavation, and then sequentially excavating in a circumferential sequence;
s4, constructing a bottom layer, namely, filling slag to the top of a rock column in the annular guide hole of the bottom layer by using the caving rock slag when the last middle layer is communicated with the annular guide hole of the bottom layer, and then carrying out layered excavation treatment according to the sequence to divide the rock column into 3 rock column regions;
s5, constructing the annular pilot tunnel, and excavating the annular pilot tunnel by adopting a full section once after the bottom layer is excavated.
2. The large-diameter shaft excavation supporting construction method as claimed in claim 1, wherein the 4-meter guide well is blasted from bottom to top, and PVC plastic pipes are respectively inserted into four blastholes at intervals before the 4-meter guide well is blasted, wherein the blasting pipes for the 4-meter guide well are manufactured by plugging 30 cm to 50 cm at the bottom of a pipe body, then installing emulsion explosive, and plugging the top of the pipe body by 30 cm to 50 cm after the emulsion explosive is installed.
3. The large diameter shaft excavation supporting construction method of claim 1, wherein the blasting method and the blasting tube used for the 9 m pilot shaft are the same as those for the 4m pilot shaft.
4. The large-diameter shaft excavation supporting construction method as claimed in claim 1, wherein the middle layer adopts a hydraulic drilling machine rotary hole, the main explosion area adopts differential bench explosion, and the peripheral holes adopt vertical smooth blasting.
5. The large-diameter shaft excavation supporting construction method as claimed in claim 1, wherein the annular guide hole adopts a hand wind drill turning hole, the middle wedge adopts cut blasting, the caving hole adopts a slight difference millisecond blasting, and the peripheral hole adopts a smooth blasting.
6. The large-diameter shaft excavation supporting construction method as claimed in claim 1, wherein the supporting construction step of the top layer is sequentially spraying concrete, installing anchor ropes and lining with reinforced concrete.
7. The large diameter shaft excavation supporting construction method of claim 1, wherein the middle layer construction comprises supporting construction, and the supporting construction steps of the middle layer are installing a mortar anchor rod, spraying concrete, installing an anchor rope, and lining with reinforced concrete in sequence.
8. The large diameter shaft excavation supporting construction method of claim 1, wherein the bottom layer construction comprises supporting construction, and the supporting construction steps of the bottom layer are installing mortar anchor rods, spraying concrete, anchor bar piles, floor bedding concrete and reinforced concrete lining, and side wall reinforced concrete lining in sequence.
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| 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 |
| CN115262500B (en) * | 2022-08-10 | 2024-05-28 | 武汉理工大学 | Cave type dam abutment groove spiral excavation structure and method |
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