CN114411811A - Manufacturing method of vertical shaft in rock geological environment - Google Patents
Manufacturing method of vertical shaft in rock geological environment Download PDFInfo
- Publication number
- CN114411811A CN114411811A CN202210192015.7A CN202210192015A CN114411811A CN 114411811 A CN114411811 A CN 114411811A CN 202210192015 A CN202210192015 A CN 202210192015A CN 114411811 A CN114411811 A CN 114411811A
- Authority
- CN
- China
- Prior art keywords
- rock
- shaft
- layer
- construction
- rock 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.)
- Pending
Links
- 239000011435 rock Substances 0.000 title claims abstract description 157
- 238000004519 manufacturing process Methods 0.000 title claims abstract description 11
- 238000010276 construction Methods 0.000 claims abstract description 98
- 238000000034 method Methods 0.000 claims abstract description 24
- 238000005520 cutting process Methods 0.000 claims abstract description 14
- 238000005553 drilling Methods 0.000 claims abstract description 12
- 239000004484 Briquette Substances 0.000 claims abstract description 6
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 40
- 238000007789 sealing Methods 0.000 claims description 6
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 4
- 238000004873 anchoring Methods 0.000 claims description 3
- 239000011083 cement mortar Substances 0.000 claims description 3
- 239000003795 chemical substances by application Substances 0.000 claims description 3
- 238000004140 cleaning Methods 0.000 claims description 3
- 230000007613 environmental effect Effects 0.000 claims description 3
- 238000001556 precipitation Methods 0.000 claims description 3
- 238000004080 punching Methods 0.000 claims description 3
- 230000002787 reinforcement Effects 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 claims description 3
- 238000005507 spraying Methods 0.000 claims description 3
- 230000003068 static effect Effects 0.000 claims description 2
- 238000012876 topography Methods 0.000 claims description 2
- LLJRXVHJOJRCSM-UHFFFAOYSA-N 3-pyridin-4-yl-1H-indole Chemical compound C=1NC2=CC=CC=C2C=1C1=CC=NC=C1 LLJRXVHJOJRCSM-UHFFFAOYSA-N 0.000 abstract 1
- 229910000831 Steel Inorganic materials 0.000 description 4
- 238000009412 basement excavation Methods 0.000 description 4
- 230000009286 beneficial effect Effects 0.000 description 4
- 239000010959 steel Substances 0.000 description 4
- 239000004575 stone Substances 0.000 description 3
- 238000003860 storage Methods 0.000 description 3
- 239000002360 explosive Substances 0.000 description 2
- 230000002035 prolonged effect Effects 0.000 description 2
- 239000003245 coal Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000001066 destructive effect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000005065 mining Methods 0.000 description 1
- 230000000750 progressive effect Effects 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/02—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against ground humidity or ground water
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02F—DREDGING; SOIL-SHIFTING
- E02F5/00—Dredgers or soil-shifting machines for special purposes
- E02F5/16—Machines for digging other holes in the soil
- E02F5/20—Machines for digging other holes in the soil for vertical holes
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D1/00—Sinking shafts
- E21D1/08—Sinking shafts while moving the lining downwards
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Civil Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Paleontology (AREA)
- Environmental & Geological Engineering (AREA)
- Mechanical Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a method for manufacturing a vertical shaft in a rock geological environment, and belongs to the technical field of rock shaft construction. Firstly, drilling a plurality of deep holes in the outer edge profile of the rock shaft, wherein the plurality of deep holes enable the rock shaft to form a honeycomb briquette shape; secondly, digging a geosyncline at the top end of the rock shaft, pouring a well cover with a reserved opening in the center in the geosyncline, wherein the top of the well cover is used for installing a gantry crane device, and the reserved opening is used as an outlet for conveying earthwork; and excavating the construction surface A along the direction of the reserved opening again, constructing in the circumferential direction by taking the construction surface A as the circle center, cutting out the well body of the rock vertical well, enabling the rock in the range of the vertical well to form a honeycomb structure by the deep hole, cutting off the rock connected between the deep hole and the deep hole relatively easily, conveying the cut-off rock out of the reserved opening by the gantry crane device, and then continuously excavating a second space downwards until the designed well body height is reached. The invention effectively reduces the construction difficulty and the construction strength.
Description
Technical Field
The invention relates to a method for manufacturing a vertical shaft in a rock geological environment, and belongs to the technical field of rock shaft construction.
Background
The parking difficulty is a problem commonly existing in cities, at present, an underground three-dimensional parking lot is an effective scheme for solving the parking difficulty, the requirement of the parking lot on the land can be effectively reduced, the most suitable underground three-dimensional parking lot is a shaft type three-dimensional parking lot, an open caisson and a shaft are main structures of the parking lot, besides large-scale shield machines are used for shaft construction, two construction methods are disclosed in a patent of open caisson construction method ZL201710255696.6 and a patent of open caisson inverse sliding formwork guiding controllable sedimentation construction mechanism ZL202020406403.7, but the two processes are only suitable for open caisson construction under sandy soil geology conditions and have certain limitations, different cities have different geological environments, the geological environments of different sections of the same city are greatly different, so the construction difficulty of the underground parking lot is high, the construction cost is high, and the factors become bottlenecks for popularization of the underground three-dimensional parking lot, particularly, the geological structure is a rock structure, and the difficulty of popularization is higher in cities and tourist attractions with complicated geological structure layering and high water level. Due to the firmness of the rock geological structure, the hard characteristic of the rock geological structure greatly increases the construction difficulty and the construction strength of the vertical shaft, a plurality of large construction equipment is needed in the construction process of the vertical shaft, sometimes explosives are used, the large construction equipment and the explosives have large destructive power when working, potential safety hazards exist to a certain extent, the surrounding environment is greatly polluted, and the danger is large if the scenic spot is a tourist spot; in addition, in the process of mining certain ore resources, a rock shaft is also needed to be used as a transportation channel; in the aspect of municipal construction, along with the progressive development of social economy, in order to relieve the pressure caused by traffic jam, many cities select to build subways which serve as municipal engineering projects, and the construction of the subways can use vertical shafts. The vertical shaft is also widely used in the construction aspects of underground cold storage, underground oil storage, underground liquefied gas storage and the like, and the existing construction technology relying on large-scale equipment has high cost and high investment and is difficult to meet the requirements of vertical shaft construction.
Disclosure of Invention
In order to overcome the defects of the prior art, the invention provides the manufacturing method of the vertical shaft in the rock geological environment, the method is suitable for the construction work of the rock vertical shaft, is convenient and practical, effectively reduces the construction difficulty and the construction strength, and also reduces the safety risk.
The technical scheme adopted by the invention for solving the technical problems is as follows: a manufacturing method of a vertical shaft in a rock geological environment comprises the following steps:
1) leveling the field at the top of the rock shaft in an area with a water level lower than the designed well depth and a higher terrain, marking out the outer edge contour line of the rock shaft on the leveled field according to the designed size, and positioning the position of the deep hole;
2) drilling a plurality of deep holes in the vertical direction in a field inside the outer edge contour line according to the design requirement, wherein the depth of the deep holes is greater than or equal to the design depth of a rock shaft, and the rock in the shaft is in a honeycomb briquette shape at the moment;
3) constructing vertically downwards in the outer edge contour line of the rock shaft, digging a circular geosyncline, taking the center of the rock shaft as the center of the geosyncline, and cutting off part of rock in the horizontal circumferential direction to ensure that the circumferential size of the geosyncline is larger than that of the outer edge contour line of the rock shaft;
4) the bottom of the geosyncline is matched with and covered with a clear water template, and a layer of release agent is uniformly coated on the surface of the clear water template before the clear water template is used;
5) binding steel bars above the clear water template in the trench, arranging embedded parts, and arranging a circular reserved opening in the center;
6) pouring concrete in the trench to form a concrete circular well cover with a reserved opening, wherein the environmental temperature is not lower than 5 ℃ during the concrete curing and standing period, the temperature is not higher than 10 ℃/h after the pouring is finished for 4-6 h and the temperature is not higher than after the concrete is finally solidified, the temperature rise speed is not higher than 60 ℃ during the constant temperature period, and the maximum temperature is not higher than 65 ℃;
7) after the concrete is hardened, installing a gantry crane device on the top of the well cover formed by the concrete, wherein the gantry crane device spans the center of the reserved opening;
8) vertically and downwards excavating a rock vertical shaft from the reserved opening, cutting off the rock connected between the deep holes in the range of the reserved opening in the vertical direction, wherein the cutting-off depth is specifically determined according to the condition of the rock and the volume of residues;
9) excavating downwards from the reserved opening to form a first layer of construction surface A, and covering a layer of anti-falling safety bottom plate at the bottom of the first layer of construction surface A corresponding to the vertical direction in the range of the reserved opening in a matching manner;
10) cutting off rocks connected between the deep holes in the horizontal circumferential direction in the first layer of construction surface A, cutting off rocks in the outer edge contour line range of a rock shaft below the well cover in the horizontal direction, and hoisting the cut rocks out from the reserved opening through a gantry crane device to form a first layer of space in the rock shaft;
11) cleaning the wall of the first layer of space, drilling a horizontal hole according to design requirements, anchoring the horizontal hole, hanging a net, binding reinforcing steel bars, spraying cement mortar, and punching a circle of embedded plate rivets in the circumferential direction at the designed layered height position of the well wall;
12) continuing to vertically downwards cut off rocks connected between the deep holes at the position of the center of the circle at the bottom of the first layer of space, digging out a second layer of construction surface B, covering a layer of anti-falling safety bottom plate at the bottom of the second layer of construction surface B in a matched manner, continuing to cut off the rocks connected between the deep holes and the deep holes in the horizontal circumferential direction in the second layer of construction surface B to form a second layer of space, aligning the second layer of space with the first layer of space, and repeatedly carrying out the steps of 8), 9), 10) and 11), thereby completing the second layer of space, the third layer of space and the fourth layer of space;
13) and filling the residual deep hole at the bottom of the shaft with concrete until the designed depth of the shaft is reached, laying reinforcing ribs, and pouring waterproof concrete to complete the construction of the shaft bottom sealing.
After the step 1) is finished, drilling a circle of secant pile holes in the vertical direction along the scribing position in the circumferential direction outside the contour line of the well wall of the rock shaft, wherein the depth of each secant pile hole is greater than that of the rock shaft, and pouring waterproof concrete and a reinforcement cage into the whole cavity of each secant pile hole according to the construction design requirement and tamping to form a water-seepage-proof secant pile well wall structure; during the construction step 2), the depth of the deep hole in the range of the well wall is also larger than the design depth of the rock shaft, and the deep hole is divided into two areas, wherein the density of the deep hole in the two areas is different, namely an area A near the center of the rock shaft and an area B near the outer edge contour line of the rock shaft; pouring waterproof concrete into the deep holes in the range of the area A and the area B to a design position below the depth of the rock shaft, wherein the design grouting heights of the deep holes in the range of the area A and the area B are different, the grouting height in the area A is lower than the grouting height in the area B, a water collecting hole is formed by the grouting height of the deep holes in the range of the area A and the space between the bottom of the rock shaft in the area B, a precipitation water pump can be arranged in the water collecting hole, and water in the water collecting hole is pumped out through the water pump according to the site construction condition; and (3) continuing to carry out the steps from 3) to 12), excavating to the designed depth of the rock shaft, and finally finishing bottom sealing work according to the design to finish the construction of the shaft body.
The density of the deep holes in the range of the area A near the center of the rock shaft is greater than that of the deep holes in the range of the area B near the excircle contour line of the rock shaft; the method is also suitable for underground rock shafts which are round, oval, semicircular, square and rectangular.
When the construction sites are selected in mountain and stone scenic spots or mine areas, firstly, a plane position of the rock shaft is determined by a measurer before starting, the construction site of the shaft is selected according to the determined plane position, and in the construction process, a plurality of deep holes are firstly drilled in the outer edge contour line of the rock shaft, and the rock shaft forms a honeycomb briquette shape by the plurality of deep holes, so that the firmness and the strength of a rock geological structure can be effectively reduced, the construction pressure is reduced, and the service life of construction equipment is prolonged; secondly, digging a geosyncline at the top end of the rock shaft, pouring a well cover with a reserved opening in the center in the geosyncline, wherein the top of the well cover is used for installing a gantry crane device, and the reserved opening is used as an outlet for conveying earthwork; digging a construction surface A along the vertical direction of the reserved opening again, performing construction in the horizontal circumferential direction by taking the construction surface A as the circle center, digging out the well body of the rock shaft, digging out the rocks connected between the deep holes in the first layer of space one by one relatively easily in the well body expanding and digging process, conveying the dug rocks out of the reserved opening by a gantry crane, then continuing digging towards the second layer of space vertically downwards, and so on until the designed well body height is reached; the well body is expanded and excavated mainly by adopting a manual excavation mode, the rock is excavated sequentially by adopting manual pneumatic pick drilling according to the condition of a rock layer, a retaining wall is constructed in time when a layer of space height is excavated, the section height of the retaining wall is shortened when the stability of a well wall layer is poor, and the primary support of the well body retaining wall is enhanced if necessary; and (3) observing and describing the surrounding rock conditions during the excavation of the rock shaft, analyzing the stability of the rock stratum at any time, and drawing a geological histogram to ensure the construction safety.
When the site of the rock shaft is an area with the water level within the range of the well depth or an area with obvious layering of a rock geological structure, a waterproof wall is formed on the periphery of the rock shaft by arranging the interlocking pile holes, and a well bottom waterproof layer is also formed below the bottom of the rock shaft after the waterproof concrete is grouted in the deep holes, so that the normal use of the rock shaft is not influenced; the water collecting holes are beneficial to water seepage or rainwater collection of the rock shaft in the construction process, and the density of the deep holes in the area A near the center of the rock shaft is larger than that of the deep holes in the area B near the excircle contour line of the rock shaft, so that the construction surface A and the construction surface B can be effectively and quickly excavated in the construction process, and the construction efficiency is improved; and (3) striking a circle of embedded plate rivets in the circumferential direction of the layered position of the well wall to enable the laminate steel bars and the rivets to be welded and connected, and finally forming the embedded part used in the construction of the elevator device.
The invention has the beneficial effects that: the invention can ensure that the construction of the vertical shaft is not limited by geological topography, is beneficial to the application of the vertical shaft in engineering, and particularly can greatly reduce the using amount of materials such as concrete and the like under the condition of the construction of a pure rock geological structure, thereby effectively reducing the cost of the construction of the vertical shaft; the invention has reasonable design, simple and reliable technical process, safety and practicability, changes the rock structure into a honeycomb coal shape by drilling a certain number of deep holes, reduces the strength of the rock structure, and reduces the firmness of the rock structure, thereby effectively reducing the construction difficulty and the construction strength, ensuring that the whole construction process can be carried out smoothly, reducing the safety risk and simultaneously lightening the pollution to the environment.
Drawings
The invention is further described with reference to the following figures and detailed description.
Fig. 1 is a schematic sectional view showing the position of a deep hole.
Fig. 2 is a schematic sectional view of the location of the ground groove.
Fig. 3 is a schematic sectional view of the positions of the well lid and the reserved opening.
Fig. 4 is a schematic sectional view of the construction surface a.
Fig. 5 is a schematic sectional view showing the position of the first layer space.
Fig. 6 is a schematic sectional view of the construction surface B.
Fig. 7 is a schematic sectional view showing the position of the second floor space.
Fig. 8 is a schematic sectional view of the location of the bite post hole.
Fig. 9 is a top view of fig. 8.
Fig. 10 is a schematic view of the position of the water collection holes.
Reference numbers in the figures:
1. deep hole, 2, geosyncline, 3, reservation mouth, 4, well lid, 5, construction face A, 6, first floor space, 7, construction face B, 8, second floor space, 9, interlock stake hole, 10, region A, 11, region B, 12, the hole that catchments.
Detailed Description
As shown in fig. 1 to 10, a method for manufacturing a shaft in a rock geological environment comprises the following steps:
1) leveling the field at the top of the rock shaft in an area with a water level lower than the designed well depth and a higher terrain, marking out the outer edge contour line of the rock shaft on the leveled field according to the designed size, and positioning the position of the deep hole 1;
2) in the field inside the outer edge contour line, drilling a plurality of deep holes 1 in the vertical direction according to the design requirement, wherein the depth of each deep hole 1 is greater than or equal to the design depth of a rock shaft, and the rock in the shaft is in a honeycomb briquette shape at the moment;
3) vertically constructing downwards in the outer edge contour line of the rock shaft, digging a circular geosyncline 2, taking the center of the rock shaft as the center of the geosyncline 2, and cutting off part of rocks in the horizontal circumferential direction to ensure that the circumferential size of the geosyncline 2 is larger than that of the outer edge contour line of the rock shaft;
4) the bottom of the geosyncline 2 is matched with and covered with a clear water template, and a layer of release agent is uniformly coated on the surface of the clear water template before use;
5) binding steel bars above the clear water template in the ground groove 2, arranging embedded parts, and arranging a circular reserved opening 3 in the center;
6) pouring concrete in the ground groove 2 to form a concrete round well cover 4 with a reserved opening 3, wherein the environmental temperature is not lower than 5 ℃ during the concrete curing and static stopping period, the temperature is not higher than 10 ℃/h after the pouring is finished for 4-6 h and the temperature can be increased after the concrete is finally solidified, the temperature increase speed is not higher than 60 ℃ during the constant temperature period, and the maximum temperature is not higher than 65 ℃;
7) after the concrete is hardened, installing a gantry crane device on the top of the well lid 4 formed by the concrete, wherein the gantry crane device spans the center of the reserved opening 3;
8) vertically and downwards excavating a rock vertical shaft from the reserved opening 3, cutting off the rock connected between the deep hole 1 and the deep hole 1 within the range of the reserved opening 3 in the vertical direction, wherein the cutting-off depth is specifically determined according to the condition of the rock and the volume of residues;
9) digging downwards from the reserved opening 3 to form a first layer of construction surface A5, and covering a layer of safety bottom plate falling in a matching way at the bottom of a first layer of construction surface A5 corresponding to the vertical direction in the range of the reserved opening 3;
10) in the first layer of construction surface A5, cutting off rocks connected between the deep hole 1 and the deep hole 1 in the horizontal circumferential direction, cutting off rocks in the outer edge contour line range of a rock shaft below the well lid 4 in the horizontal direction, and hoisting the cut rocks out from the reserved opening 3 through a gantry crane device to form a first layer of space 6 in the rock shaft;
11) cleaning the wall of the first layer space 6, drilling a horizontal hole according to the design requirement, anchoring the horizontal hole, hanging a net, binding reinforcing steel bars, spraying cement mortar, and punching a circle of embedded plate rivets in the circumferential direction at the designed layered height position of the well wall;
12) continuing to vertically downwards cut off rocks connected between the deep hole 1 and the deep hole 1 at the position of the center of the circle at the bottom of the first layer of space 6, digging out a second layer of construction surface B7, covering a layer of anti-falling safety bottom plate at the bottom of the second layer of construction surface B7 in a matching manner, continuing to cut off the rocks connected between the deep hole 1 and the deep hole 1 in the horizontal circumferential direction in a second layer of construction surface B7 to form a second layer of space 8, aligning the second layer of space 8 with the first layer of space 6, and repeatedly performing the steps of 8), 9), 10) and 11), so that the second layer of space 8, the third layer of space and the fourth layer of space are completed;
13) and filling the residual deep hole 1 at the bottom of the shaft with concrete until the design depth of the shaft is reached, laying reinforcing ribs, and pouring waterproof concrete to complete the construction of the shaft bottom sealing.
After the step 1) is finished, drilling a circle of secant pile holes 9 in the vertical direction along the scribing position in the circumferential direction outside the contour line of the well wall of the rock shaft along the scribing position, wherein the depth of each secant pile hole 9 is greater than that of the rock shaft, and pouring waterproof concrete and a reinforcement cage into the whole cavity of each secant pile hole 9 according to the construction design requirement and tamping to form a secant pile well wall structure capable of preventing water seepage; in the construction step 2), the depth of the deep hole 1 in the range of the well wall is also larger than the design depth of the rock shaft and is divided into two regions, namely a region A10 near the center of the rock shaft and a region B11 near the outer edge contour line of the rock shaft, and the densities of the deep holes 1 in the two regions are different; pouring waterproof concrete into the deep holes 1 in the range of the area A10 and the area B11 to a design position below the depth of the rock shaft, wherein the design grouting heights of the deep holes 1 in the range of the area A10 and the area B11 are different, the grouting height in the area A10 is lower than the grouting height in the area B11, the grouting height of the deep holes 1 in the range of the area A10 and the space between the bottoms of the rock shaft in the area B11 form water collecting holes 12, a precipitation water pump can be arranged in the water collecting holes 12, and water in the water collecting holes 12 is pumped out through the water pump according to the site construction condition; and continuing the steps 3) -12) after the completion, excavating to the designed depth of the rock shaft, and finally completing bottom sealing work according to the design requirement to complete the construction of the shaft body.
The density of the deep holes 1 in the range of an area A10 near the center of the rock shaft is greater than that of the deep holes 1 in the range of an area B11 near the excircle contour line of the rock shaft; the method is also suitable for underground rock shafts which are round, oval, semicircular, square and rectangular.
When construction sites are selected in mountain and stone scenic spots or mine areas, firstly, a plane position of a rock shaft is determined by a measurer before starting, a construction site of the shaft is selected according to the determined plane position, in the construction process, a plurality of deep holes 1 are drilled in an outer edge contour line of the rock shaft, and the rock shaft is formed into a honeycomb briquette shape by the plurality of deep holes 1, so that the firmness and the strength of a rock geological structure can be effectively reduced, the construction pressure is reduced, and the service life of construction equipment is prolonged; secondly, digging a geosyncline 2 at the top end of the rock shaft, pouring a well cover 4 with a reserved opening 3 in the center in the geosyncline 2, wherein the top of the well cover 4 is used for installing a gantry crane device, and the reserved opening 3 is used as an outlet for conveying earthwork stones; digging out a construction surface A5 along the vertical direction of the reserved opening 3 again, constructing in the horizontal circumferential direction by taking the construction surface A5 as the center of a circle, digging out the well body of the rock shaft, digging out the rocks connected between the deep hole 1 and the deep hole 1 in the first layer of space 6 one by one relatively easily in the well body expanding and digging process, transporting the dug rocks out of the reserved opening 3 by a gantry crane, then continuing to dig the second layer of space 8 vertically downwards, and so on until the designed well body height is reached; the well body is expanded and excavated mainly by adopting a manual excavation mode, the rock is excavated sequentially by adopting manual pneumatic pick drilling according to the condition of a rock layer, a retaining wall is constructed in time when a layer of space height is excavated, the section height of the retaining wall is shortened when the stability of a well wall layer is poor, and the primary support of the well body retaining wall is enhanced if necessary; and (3) observing and describing the surrounding rock conditions during the excavation of the rock shaft, analyzing the stability of the rock stratum at any time, and drawing a geological histogram to ensure the construction safety.
When the site of the rock shaft is an area with the water level within the range of the well depth or an area with obvious layering of a rock geological structure, a waterproof wall is formed on the periphery of the rock shaft by arranging the interlocking pile hole 9, and a shaft bottom waterproof layer is also formed in the deep hole 1 below the bottom of the rock shaft after waterproof concrete is grouted, so that the normal use of the rock shaft is not influenced; the water collecting holes 12 are beneficial to water seepage or rainwater collection of the rock shaft in the construction process, and the density of the deep holes 1 in the area A10 near the center of the rock shaft is greater than that of the deep holes 1 in the area B11 near the excircle contour line of the rock shaft, so that the construction surface A5 and the construction surface B7 can be effectively and quickly excavated in the construction process, and the construction efficiency is improved; and (3) striking a circle of embedded plate rivets in the circumferential direction of the layered position of the well wall to enable the laminate steel bars and the rivets to be welded and connected, and finally forming the embedded part used in the construction of the elevator device.
Claims (4)
1. A manufacturing method of a vertical shaft in a rock geological environment is characterized by comprising the following steps: the method comprises the following steps:
1) leveling the site at the top of the rock shaft in an area with a water level lower than the designed well depth and a higher topography, marking out the outer edge contour line of the rock shaft on the leveled site according to the designed dimension, and positioning the position of the deep hole (1);
2) in the field inside the outer edge contour line, a plurality of deep holes (1) in the vertical direction are drilled according to the design requirement, the depth of each deep hole (1) is greater than or equal to the design depth of a rock shaft, and the rock in the shaft is in a honeycomb briquette shape at the moment;
3) vertically constructing downwards in the outer edge contour line of the rock shaft, digging a circular geosyncline (2), taking the center of the circle of the rock shaft as the center of the circle of the geosyncline (2), and cutting off part of rocks in the horizontal circumferential direction to ensure that the circumferential size of the geosyncline (2) is larger than that of the outer edge contour line of the rock shaft;
4) the bottom of the geosyncline (2) is matched and covered with a clear water template, and a layer of release agent is uniformly coated on the surface of the clear water template before use;
5) binding reinforcing steel bars above the clear water template in the ground groove (2), arranging embedded parts, and arranging a circular reserved opening (3) at the central position;
6) pouring concrete in the ground groove (2) to form a concrete round well cover (4) with a reserved opening (3), wherein the environmental temperature is not lower than 5 ℃ during the concrete curing and static stopping period, the temperature is not higher than 10 ℃/h after the pouring is finished for 4-6 h, the temperature can be increased after the concrete is finally solidified, the temperature increase speed is not higher than 10 ℃/h, the internal temperature of the concrete is not higher than 60 ℃ during the constant temperature period, and the maximum temperature is not higher than 65 ℃;
7) after the concrete is hardened, installing a gantry crane device on the top of the well lid (4) formed by the concrete, wherein the gantry crane device spans the center of the reserved opening (3);
8) vertically and downwards excavating a rock vertical shaft from the reserved opening (3), cutting off the rock connected between the deep hole (1) and the deep hole (1) in the range of the reserved opening (3) in the vertical direction, wherein the cutting-off depth is specifically determined according to the condition of the rock and the volume of residues;
9) downwards excavating from the reserved opening (3) to form a first layer of construction surface A (5), and covering a layer of anti-falling safety bottom plate in a matching way at the bottom of the first layer of construction surface A (5) corresponding to the vertical direction in the range of the reserved opening (3);
10) cutting rocks connected between the deep holes (1) and the deep holes (1) in the first layer of construction surface A (5) in the horizontal circumferential direction, cutting rocks in the outer edge contour line range of a rock shaft below the well cover (4) in the horizontal direction, and hoisting the cut rocks from the reserved port (3) through a gantry crane device to form a first layer of space (6) in the rock shaft;
11) cleaning the wall of the first layer of space (6), drilling a horizontal hole according to the design requirement, anchoring, hanging a net, binding reinforcing steel bars, spraying cement mortar, and punching a circle of embedded plate rivets in the circumferential direction at the designed layered height position of the well wall;
12) continuing to vertically downwards cut off rocks connected between the deep hole (1) and the deep hole (1) at the position of the center of the circle at the bottom of the first layer of space (6), digging out a second layer of construction surface B (7), covering a layer of anti-falling safety bottom plate at the bottom of the second layer of construction surface B (7) in a matching manner, continuing to cut off the rocks connected between the deep hole (1) and the deep hole (1) in the horizontal circumferential direction in the second layer of construction surface B (7) to form a second layer of space (8), aligning the second layer of space (8) with the first layer of space (6), and repeating the steps of 8, 9, 10 and 11) to complete the second layer of space (8), the third layer of space and the fourth layer of space;
13) and filling the residual deep hole (1) at the bottom of the shaft with concrete until the design depth of the shaft is finished, laying reinforcing ribs, and pouring waterproof concrete to finish the construction of the shaft bottom sealing.
2. The method for manufacturing the vertical shaft in the rock geological environment according to claim 1, characterized by comprising the following steps: after the step 1) is finished, drilling a circle of secant pile holes (9) in the vertical direction along the scribing position in the circumferential direction outside the contour line of the well wall of the rock shaft, wherein the depth of each secant pile hole (9) is greater than that of the rock shaft, and pouring waterproof concrete and a reinforcement cage into the whole cavity of each secant pile hole (9) according to the construction design requirement and tamping to form a water-seepage-proof secant pile well wall structure; in the construction step 2), the depth of the deep hole (1) in the well wall range is also larger than the design depth of the rock shaft and is divided into two areas, wherein the area A (10) near the center of the rock shaft and the area B (11) near the outer edge contour line of the rock shaft are different in density of the deep hole (1) in the two areas; pouring waterproof concrete into the deep holes (1) in the range of the area A (10) and the area B (11) to a design position below the depth of the rock shaft, wherein the design grouting heights of the deep holes (1) in the range of the area A (10) and the area B (11) are different, the grouting height in the area A (10) is lower than the grouting height in the area B (11), a water collecting hole (12) is formed between the grouting height of the deep holes (1) in the range of the area A (10) and the bottom of the rock shaft in the area B (11), a precipitation water pump can be arranged in the water collecting hole (12), and water in the water collecting hole (12) is pumped out through the water pump according to the field construction condition; and continuing the steps 3) -12) after the completion, excavating to the designed depth of the rock shaft, and finally completing bottom sealing work according to the design requirement to complete the construction of the shaft body.
3. The method for manufacturing the vertical shaft in the rock geological environment according to claim 1, characterized by comprising the following steps: the density of the deep holes (1) in the range of an area A (10) near the center of the rock shaft is greater than that of the deep holes (1) in the range of an area B (11) near the excircle contour line of the rock shaft.
4. The method for manufacturing the vertical shaft in the rock geological environment according to claim 1, characterized by comprising the following steps: the method is also suitable for underground rock shafts which are round, oval, semicircular, square and rectangular.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210192015.7A CN114411811A (en) | 2022-03-01 | 2022-03-01 | Manufacturing method of vertical shaft in rock geological environment |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210192015.7A CN114411811A (en) | 2022-03-01 | 2022-03-01 | Manufacturing method of vertical shaft in rock geological environment |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN114411811A true CN114411811A (en) | 2022-04-29 |
Family
ID=81261139
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210192015.7A Pending CN114411811A (en) | 2022-03-01 | 2022-03-01 | Manufacturing method of vertical shaft in rock geological environment |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114411811A (en) |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2592580C1 (en) * | 2015-01-30 | 2016-07-27 | Общество с ограниченной ответственностью "Скуратовский опытно-экспериментальный завод" | Method of well shaft construction, shaft sinking combine, rock destruction unit and reinforcing support erection device (versions) |
| 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 |
-
2022
- 2022-03-01 CN CN202210192015.7A patent/CN114411811A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2592580C1 (en) * | 2015-01-30 | 2016-07-27 | Общество с ограниченной ответственностью "Скуратовский опытно-экспериментальный завод" | Method of well shaft construction, shaft sinking combine, rock destruction unit and reinforcing support erection device (versions) |
| 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 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN111101540B (en) | Construction method for passing existing electric power tunnel on open cut tunnel | |
| CN102535474A (en) | Construction method for deep-foundation pit excavation | |
| CN113463670A (en) | Water pumping and draining method and water pumping and draining structure for deep foundation pit bottom plate construction | |
| CN113832958B (en) | Anti-slide pile construction method with mechanical cooperation with manual excavation | |
| CN111236241B (en) | Weak water-rich stratum subway foundation pit reinforcing excavation method based on half-cover excavation method | |
| CN107083771A (en) | A kind of drilling construction method of artificial digging pile | |
| CN108560536A (en) | The continuous piling wall construction method of Soil-cement | |
| CN112030956A (en) | Karst stratum bored pile construction method | |
| CN106760620A (en) | A kind of utilization open caisson increases the construction method for building the underground space under existing building | |
| CN103015429A (en) | Long auger rotary-jet mixing steel reinforced cement-soil pile foundation pit water-resisting and supporting method | |
| CN104532853A (en) | Deep foundation pit supporting method and system characterized by steel reinforced cement-soil piles, bolts easy to detach and automatic monitoring and early warning | |
| CN111608174A (en) | Karst area karst cave treatment method based on punched cast-in-place pile | |
| CN113668564A (en) | Construction method for supporting and reinforcing open-cut underground passage adjacent to subway station | |
| CN113152518A (en) | Water-rich stratum foundation pit pile plate wall inter-pile gravel reverse-filtration seepage-proofing structure and construction method | |
| CN112983461A (en) | Construction method for bias tunnel portal in slope volume | |
| CN111962507A (en) | Pile foundation hole forming method | |
| CN103806444A (en) | Soft soil layer rotary excavating pile construction method | |
| CN111021378A (en) | Highway subgrade slope broken line type anchoring pile retaining structure and construction method thereof | |
| AU2021105173A4 (en) | Construction Treatment Method for Reinforcing Deep Peat Soil Foundation | |
| CN115506382A (en) | Construction method for pile plate wall of island building platform | |
| CN113266362B (en) | Top pipe cover excavation construction method for penetrating through existing dense anchor cable area | |
| CN114411811A (en) | Manufacturing method of vertical shaft in rock geological environment | |
| CN110792440B (en) | Construction method of water-rich loess tunnel penetrating through loess towards valley | |
| CN114232602A (en) | Underground continuous pile construction process | |
| Feng et al. | Discussion on construction technology of deep foundation pit support in construction engineering |
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 |