CN110821497A - Excavation method of tunnel vertical shaft - Google Patents
Excavation method of tunnel vertical shaft Download PDFInfo
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- CN110821497A CN110821497A CN201911090117.2A CN201911090117A CN110821497A CN 110821497 A CN110821497 A CN 110821497A CN 201911090117 A CN201911090117 A CN 201911090117A CN 110821497 A CN110821497 A CN 110821497A
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- vertical shaft
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- excavation
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D1/00—Sinking shafts
- E21D1/03—Sinking shafts mechanically, e.g. by loading shovels or loading buckets, scraping devices, conveying screws
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D1/00—Sinking shafts
- E21D1/08—Sinking shafts while moving the lining downwards
Abstract
The invention relates to the technical field of tunnels and underground engineering, in particular to an excavation method of a tunnel vertical shaft, which can be used for pre-judging underground water, unfavorable geology and other conditions in advance by drilling a plurality of holes with smaller diameters at present, is convenient for verifying the coincidence degree of geological prospecting data so as to provide guidance for subsequent construction and reduce construction risk and difficulty.
Description
Technical Field
The invention relates to the technical field of tunnels and underground engineering, in particular to an excavation method of a tunnel vertical shaft.
Background
At present, in underground engineering at home and abroad, such as water conservancy and hydropower engineering, coal mine engineering, petroleum engineering, highway and railway long and large tunnel traffic engineering, subway engineering and the like, shaft construction is very common, construction methods are different according to different construction conditions, the shaft construction method mainly comprises a positive shaft method and a raise boring machine method, and the shaft construction method can be used for excavating after adopting an enclosure structure and a water stopping measure in advance according to geological conditions and underground water conditions.
The main construction method is that the hole is drilled by using an umbrella drill, the explosive is manually charged, the smooth surface blasting is carried out, then a grab rock machine is used for loading and hoisting the blasting stone slag into a bucket, and the winch is lifted to the ground, but the method is not suitable for construction sites with complex peripheral environments such as cities, schools and the like due to the adoption of the blasting technology; the main construction method is that a raise boring machine (or a directional boring machine) is adopted to construct a guide hole (general aperture is 270 mm) from top to bottom, after the guide hole is opened, a boring drill bit of the boring machine is installed at the bottom of the vertical shaft, then a guide shaft (general aperture is 1400 mm) is formed by boring from bottom to top, after the guide shaft is communicated, a slag chute is formed by manually enlarging and excavating from bottom to top, the slag excavated by reaming is directly slid into a flat hole at the bottom of the shaft from the slag chute, and a slag car directly transports slag outside in the flat hole.
At present, when the bottom of a vertical shaft has no channel, most of various vertical shaft constructions adopt a positive shaft excavation technology of mechanical blasting, and a non-blasting excavation construction technology is less in application.
Disclosure of Invention
The invention aims to overcome the defects that in the prior art, blasting method excavation is not suitable for being adopted in the shaft construction of a tunnel in a city area, if no channel exists at the bottom, the non-blasting positive shaft method excavation construction efficiency is low, long-time deep foundation pit operation is carried out in the excavation process, the safety risk period is long, the safety risk is large and the like, and provides the tunnel shaft excavation method.
In order to achieve the purpose, the invention provides the following technical scheme:
a method for excavating a tunnel shaft comprises the following steps:
a. the center position of the vertical shaft is positioned through lofting, the excavation range of the vertical shaft is marked according to the positioning center point, and then a reinforced concrete locking opening and a ground beam are constructed at the wellhead of the vertical shaft;
b. marking a to-be-excavated range of a plurality of first holes in the to-be-excavated range of the vertical shaft, wherein an interval is formed between every two adjacent first holes, then excavating all the first holes in sequence by adopting the sequence of firstly excavating the periphery and then excavating the center, carrying out interval hole excavation when excavating all the first holes, backfilling drilling slag mixed with cement into the corresponding first holes after each first hole is excavated to the bottom, and then excavating the next first hole;
c. after the last hole is filled once, performing secondary excavation within the excavation range of the vertical shaft, breaking the wall between two adjacent first holes and between the first holes and the wall of the vertical shaft, performing support while excavating, and completing excavation of the vertical shaft after completing all support work;
the number and the distribution of the first holes are determined according to the diameter of a first drill and the diameter of the vertical shaft, the first drill is used for drilling the first holes, and the diameter of the first holes is smaller than that of the vertical shaft.
Firstly, lofting and positioning, marking the excavation range of a vertical shaft, constructing a locking opening and a ground beam at a well head, then excavating a plurality of holes I in the to-be-excavated range of the vertical shaft, wherein the diameter of each hole I depends on the diameter of a drill bit I, determining the number and distribution of the holes I according to the diameter of the holes I and the diameter of the vertical shaft, excavating from the periphery to the middle, excavating at intervals during excavation, namely, at least one hole I is arranged between the next hole I and the previous hole I during excavation, backfilling is carried out after each hole I is excavated, excavating the excavation range of the vertical shaft for the second time after all the holes are backfilled, excavating at layers during excavation, supporting while excavating until the excavation of the vertical shaft is finished, and the conditions of underground water, poor geology and the like can be judged in advance by drilling a plurality of holes with smaller diameters at present by adopting the method, the degree of coincidence of the ground investigation data of the certificate of being convenient for to provide the guidance for follow-up construction, reduce construction risk and the degree of difficulty, simultaneously, adopt from the top down excavation, need not the restriction that the shaft bottom formed the positive hole, can also adopt the form construction of non-blasting, the security is high, and can bore loose rock soil in advance, the efficiency of construction of excavation has been improved, the time limit for a project has been shortened, especially shortened artifical deep basal pit activity duration, effectively reduce the safety risk, save construction cost, have extensive popularization meaning.
Preferably, in the step b, the next hole one to be excavated is spaced from the previous hole one by one.
Preferably, in the step c, the specific steps are as follows:
c1, firstly excavating one side area of the vertical shaft and breaking the wall body in a corresponding range, wherein the excavation depth is 50-60 cm;
c2, excavating the other side area of the shaft and breaking the wall body in the corresponding range, wherein the excavating depth is the same as that in the step c 1;
c3, cleaning the dregs in the corresponding depth;
c4, supporting the well wall of the vertical shaft with the corresponding depth;
c5, repeating the steps c1-c4 until the shaft is supported.
By adopting the method of secondary excavation and supporting after backfilling, the idle time of the drill bit for excavating the first hole is greatly reduced, the effective utilization of the drill bit is ensured, and the drilling cost is relatively low.
Preferably, in the step b, the mass of the blended cement is 5-8% of the mass of the drilling slag.
Preferably, the interval between two adjacent holes I is 10-20 cm.
Preferably, the first hole is drilled by the rotary drilling rig.
In summary, compared with the prior art, the invention has the beneficial effects that:
1. according to the tunnel vertical shaft excavation method, the holes with smaller diameters are drilled, so that underground water, unfavorable geology and other conditions can be pre-judged in advance, the matching degree of ground exploration data is verified conveniently, guidance is provided for subsequent construction, construction risks and difficulty are reduced, meanwhile, the vertical shaft is excavated from top to bottom, the limitation of forming a main hole at the bottom of the vertical shaft is not needed, non-blasting construction can be adopted, safety is high, loose rock soil can be drilled in advance, the excavation construction efficiency is improved, the construction period is shortened, particularly, the operation time of a manual deep foundation pit is shortened, the safety risks are effectively reduced, the construction cost is saved, and the tunnel vertical shaft excavation method has wide popularization significance.
2. By adopting the excavation method of the tunnel vertical shaft, the rotary drilling is used for drilling instead of the conventional water grinding drilling core and splitting excavation method, a large-area free surface is created, the construction is convenient, and the excavation method is particularly suitable for hard rock strata.
3. By adopting the excavation method of the tunnel vertical shaft, the idle time of the drill bit for excavating the first hole is greatly reduced, the effective utilization of the drill bit is ensured, and the drilling cost is relatively low.
Description of the drawings:
fig. 1 is a flow chart illustrating an excavation method of a tunnel shaft according to the present invention;
FIG. 2 is a schematic view of step a according to the present invention;
FIG. 3 is a first schematic diagram of step b of the present invention;
FIG. 4 is a second schematic diagram of step b of the present invention;
FIG. 5 is a third schematic diagram of step b of the present invention;
FIG. 6 is a fourth schematic diagram of step b of the present invention;
FIG. 7 is a fifth schematic representation of step b of the present invention;
FIG. 8 is a schematic diagram of step c of the present invention.
The labels in the figure are: 1-vertical shaft, 2-hole one.
Detailed Description
The invention is described in further detail below with reference to the figures and the embodiments. It should be understood that the scope of the above-described subject matter is not limited to the following examples, and any techniques implemented based on the disclosure of the present invention are within the scope of the present invention.
Example 1
As shown in fig. 1, the method for excavating a tunnel shaft according to the present invention includes the following steps:
a. the center position of the vertical shaft 1 is positioned through lofting, the excavation range of the vertical shaft 1 is marked according to the positioning center point, and then a reinforced concrete locking notch and a ground beam are constructed at the shaft opening of the vertical shaft 1;
b. marking a to-be-excavated range of a plurality of first holes 2 in the to-be-excavated range of the vertical shaft 1, wherein a gap is formed between every two adjacent first holes 2, the gap is 10-20cm, then excavating all the first holes 2 in sequence from the periphery to the center, excavating the holes at intervals when excavating all the first holes 2, after each first hole 2 is excavated to the bottom, backfilling drilling slag mixed with cement into the corresponding first hole 2, and then excavating the next first hole 2;
c. after the last hole I2 is backfilled, performing secondary excavation within the excavation range of the vertical shaft 1, breaking the wall between two adjacent holes I2 and between the hole I2 and the wall of the vertical shaft 1, performing support while excavating, and completing excavation of the vertical shaft 1 after completing all support work;
the number and the distribution of the holes I2 are determined according to the diameter of a drill bit I and the diameter of the shaft 1, the drill bit I is used for drilling the holes I2, and the diameter of the holes I2 is smaller than that of the shaft 1.
Specifically, as shown in fig. 2, firstly, lofting and positioning are performed, the excavation range of the vertical shaft 1 is marked, and a locking notch and a ground beam are constructed at a wellhead.
Then, in the range to be excavated of the shaft 1, excavating a plurality of holes one 2 by using a rotary drilling machine, wherein the diameter of each hole one 2 depends on the diameter of a drill bit one, the number and distribution of the holes one 2 are determined according to the diameter of the hole one 2 and the diameter of the shaft 1, and the interval between two adjacent holes one 2 is 10-20cm, as an example of the embodiment, the diameter of the shaft 1 is 6.88m, the diameter of the rotary drilling machine is 1.5m, that is, the diameter of the hole one 2 is 1.5m, the arrangement of all the holes one 2 is shown in fig. 3, for convenience of description, all the holes one 2 in fig. 3 are numbered, 14 holes one 2 are distributed in two circles, ① # - ⑩ # holes one 2 are located in an outer circle, ⑩ # 6-8 # holes one 2 are located in the inner circle, excavating at intervals when excavating the holes, excavating the intervals is carried out, excavating from the periphery to the inner circle, the next hole one 2 and the previous hole one 2 are also carried out, as shown in the sequence of backfilling, the interval between 6865 # -464 # -462, the next hole No. 2, and ⑤ # -465, the backfilling of the holes one more holes can be carried out, and the excavating can be carried out again after excavating from the next interval of the next interval between the next hole No. ⑤ # -365 # 2, the next hole No. 3, the interval is carried out, the interval of the next excavating hole No. 3, the excavating of the trench is carried out, the next excavating sequence of the trench is started, the trench-465 # 2, the trench is started, the trench-465 # 2, the trench-465 # 2, the trench is also can be carried out, the trench-465 # 2, the trench is carried out, the trench- ⑤ # 2, the trench is carried out, the trench- ⑤.
After all the first holes 2 are backfilled, secondary excavation is carried out on the excavation range of the vertical shaft 1, excavation is carried out in a layered mode during excavation, supporting is carried out while excavation is carried out until the excavation of the vertical shaft 1 is finished, specifically, one side region of the vertical shaft 1 is excavated firstly, if an excavator is parked in a left side region of the vertical shaft 1 in a graph 7, a right side region of the vertical shaft 1 in the graph 7 is excavated, excavation is started from the part of the first holes 2 in the corresponding region during excavation, the wall body in the corresponding range is broken at the same time, namely, the interval between the two first holes 2 and the interval between the first holes 2 and the edge of the vertical shaft 1, the excavation depth is 50-60cm, after an external corresponding elevation is excavated, the excavator moves to the right side region of the vertical shaft 1 in the graph 7, the left side region of the vertical shaft 1 in the graph 7 is excavated, and after the left side region is excavated to the corresponding elevation, and (2) carrying out slag removal work by adopting an excavator, after the slag removal is finished, hoisting the excavator out of the vertical shaft 1, supporting the wall of the shaft with the depth corresponding to the vertical shaft 1, after the corresponding supporting work is finished, hoisting the excavator into the vertical shaft 1, carrying out excavation on the next layer, repeating the excavation steps of the excavator, excavating for 50-60cm and supporting until the excavation work of the tunnel vertical shaft 1 is finished finally.
By adopting the method, a plurality of holes with smaller diameters are drilled at present, the conditions of underground water, unfavorable geology and the like can be pre-judged in advance, the coincidence degree of ground exploration data is convenient to verify, guidance is provided for subsequent construction, construction risk and difficulty are reduced, meanwhile, the vertical shaft is excavated from top to bottom, the limitation of forming a main hole at the bottom of the vertical shaft is not needed, non-blasting construction can be adopted, the safety is high, loose rock soil can be drilled in advance, the excavation construction efficiency is improved, the construction period is shortened, particularly, the operation time of a manual deep foundation pit is shortened, the safety risk is effectively reduced, the construction cost is saved, and the method has wide popularization significance.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (6)
1. A method for excavating a tunnel shaft is characterized by comprising the following steps:
a. the center position of the vertical shaft (1) is lofted and positioned, the excavation range of the vertical shaft (1) is marked according to the positioning center point, and then a reinforced concrete locking opening and a ground beam are constructed at the wellhead of the vertical shaft (1);
b. marking the to-be-excavated range of a plurality of first holes (2) in the to-be-excavated range of the vertical shaft (1), wherein an interval is formed between every two adjacent first holes (2), then excavating all the first holes (2) in sequence from the periphery to the center, excavating the interval holes when excavating all the first holes (2), backfilling drilling slag mixed with cement into the corresponding first holes (2) after excavating each first hole (2) to the bottom, and then excavating the next first hole (2);
c. after the last hole I (2) is backfilled, secondary excavation is carried out in the excavation range of the vertical shaft (1), the wall body between every two adjacent holes I (2) and between the hole I (2) and the wall of the vertical shaft (1) is broken, support is carried out while excavation is carried out, and the excavation of the vertical shaft (1) is completed after all support work is completed;
the number and the distribution of the first holes (2) are determined according to the diameter of a first drill bit and the diameter of the vertical shaft (1), the first drill bit is used for drilling the first holes (2), and the diameter of the first holes (2) is smaller than that of the vertical shaft (1).
2. The method according to claim 1, wherein in step b, the next hole one (2) to be excavated is spaced apart from the previous hole one (2) by one hole one (2).
3. The method according to claim 1, wherein in the step c, the specific steps are as follows:
c1, firstly excavating one side area of the vertical shaft (1) and breaking the wall body in a corresponding range, wherein the excavation depth is 50-60 cm;
c2, excavating the other side area of the vertical shaft (1) and breaking the wall body in the corresponding range, wherein the excavating depth is the same as that in the step c 1;
c3, cleaning the dregs in the corresponding depth;
c4, supporting the wall of the shaft (1) with the corresponding depth;
c5, repeating the steps c1-c4 until the support of the shaft (1) is completed.
4. A method according to any one of claims 1 to 3, wherein in step b, the mass of the blended cement is 5% to 8% of the mass of the drill slag.
5. A method according to any one of claims 1 to 3, wherein the spacing between adjacent ones of said apertures one (2) is in the range 10 to 20 cm.
6. A method according to any one of claims 1-3, characterized in that the first hole (2) is drilled by means of said rotary drilling.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911090117.2A CN110821497A (en) | 2019-11-08 | 2019-11-08 | Excavation method of tunnel vertical shaft |
| PCT/CN2020/090406 WO2021088349A1 (en) | 2019-11-08 | 2020-05-15 | Method for excavating tunnel shaft |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911090117.2A CN110821497A (en) | 2019-11-08 | 2019-11-08 | Excavation method of tunnel vertical shaft |
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| CN110821497A true CN110821497A (en) | 2020-02-21 |
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| CN201911090117.2A Pending CN110821497A (en) | 2019-11-08 | 2019-11-08 | Excavation method of tunnel vertical shaft |
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| WO (1) | WO2021088349A1 (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111794249A (en) * | 2020-07-20 | 2020-10-20 | 中国铁建重工集团股份有限公司 | Construction method of shaft locking structure and shaft locking structure |
| WO2021088349A1 (en) * | 2019-11-08 | 2021-05-14 | 中铁二局集团有限公司 | Method for excavating tunnel shaft |
| CN113389552A (en) * | 2021-07-09 | 2021-09-14 | 中铁二局第四工程有限公司 | Dead angle area construction method for small-section ultra-deep vertical shaft of hard plastic rock stratum |
| CN113404496A (en) * | 2021-06-30 | 2021-09-17 | 中建八局第二建设有限公司 | Construction method of limited space ultra-deep shaft |
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| KR20060071200A (en) * | 2004-12-21 | 2006-06-26 | (주)동양엠티 | Method for a rock blasting |
| CN105401946A (en) * | 2015-10-27 | 2016-03-16 | 中国水利水电第三工程局有限公司 | Reverse blasting excavation method of shaft and pilot shaft |
| CN106194193A (en) * | 2016-07-25 | 2016-12-07 | 长江三峡勘测研究院有限公司（武汉） | The auxiliary excavation method of a kind of group hole, big cross section vertical shaft non-explosion large aperture |
| CN207131404U (en) * | 2017-07-24 | 2018-03-23 | 中铁二院工程集团有限责任公司 | Railway tunnel ultra-deep shaft construction freezing method structural system |
| CN109681223A (en) * | 2018-12-20 | 2019-04-26 | 中铁二局集团有限公司 | A kind of hard rock stratum tunnel non-explosive excavation construction method |
Family Cites Families (2)
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| CN105201513A (en) * | 2015-09-11 | 2015-12-30 | 重庆工程职业技术学院 | Shaft construction method for rail transit |
| CN110821497A (en) * | 2019-11-08 | 2020-02-21 | 中铁二局集团有限公司 | Excavation method of tunnel vertical shaft |
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2019
- 2019-11-08 CN CN201911090117.2A patent/CN110821497A/en active Pending
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2020
- 2020-05-15 WO PCT/CN2020/090406 patent/WO2021088349A1/en active Application Filing
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| Publication number | Priority date | Publication date | Assignee | Title |
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| KR20060071200A (en) * | 2004-12-21 | 2006-06-26 | (주)동양엠티 | Method for a rock blasting |
| CN105401946A (en) * | 2015-10-27 | 2016-03-16 | 中国水利水电第三工程局有限公司 | Reverse blasting excavation method of shaft and pilot shaft |
| CN106194193A (en) * | 2016-07-25 | 2016-12-07 | 长江三峡勘测研究院有限公司（武汉） | The auxiliary excavation method of a kind of group hole, big cross section vertical shaft non-explosion large aperture |
| CN207131404U (en) * | 2017-07-24 | 2018-03-23 | 中铁二院工程集团有限责任公司 | Railway tunnel ultra-deep shaft construction freezing method structural system |
| CN109681223A (en) * | 2018-12-20 | 2019-04-26 | 中铁二局集团有限公司 | A kind of hard rock stratum tunnel non-explosive excavation construction method |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2021088349A1 (en) * | 2019-11-08 | 2021-05-14 | 中铁二局集团有限公司 | Method for excavating tunnel shaft |
| CN111794249A (en) * | 2020-07-20 | 2020-10-20 | 中国铁建重工集团股份有限公司 | Construction method of shaft locking structure and shaft locking structure |
| CN111794249B (en) * | 2020-07-20 | 2022-03-15 | 中国铁建重工集团股份有限公司 | Construction method of shaft locking structure and shaft locking structure |
| CN113404496A (en) * | 2021-06-30 | 2021-09-17 | 中建八局第二建设有限公司 | Construction method of limited space ultra-deep shaft |
| CN113389552A (en) * | 2021-07-09 | 2021-09-14 | 中铁二局第四工程有限公司 | Dead angle area construction method for small-section ultra-deep vertical shaft of hard plastic rock stratum |
| CN113389552B (en) * | 2021-07-09 | 2023-11-10 | 中铁二局第四工程有限公司 | Construction method for dead angle area of small-section ultra-deep vertical shaft of hard plastic rock stratum |
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| Publication number | Publication date |
|---|---|
| WO2021088349A1 (en) | 2021-05-14 |
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Application publication date: 20200221 |