CN114383480A - Blasting construction method for hole-pile method subway station protection main structure - Google Patents
Blasting construction method for hole-pile method subway station protection main structure Download PDFInfo
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- 238000005422 blasting Methods 0.000 title claims abstract description 179
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- 238000009412 basement excavation Methods 0.000 claims abstract description 42
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
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Abstract
The invention discloses a blasting construction method of a hole-pile method subway station protection main structure. The method comprises the following steps: step 1), shaft excavation: mechanical excavation of earthwork at the upper part of the vertical shaft, wherein the vertical shaft bodies in the middle and slightly weathered rock strata are excavated by cut blasting; step 2), blasting construction of a transverse channel: blasting by adopting a mining method, blasting by adopting an upper-step tunnel and a lower-step tunnel, wherein the arch part of the transverse channel is an upper step, the lower step is arranged below the transverse channel, the upper step is blasted firstly during blasting, and blasting is carried out from top to bottom; step 3), pilot tunnel blasting construction: a micro-step division method, namely, excavating the middle part of the lower step firstly and then excavating the side wall; step 4), blasting construction of a station main body: step blasting with vertical drilling is adopted, and the blasting at the position below the middle plate is excavated in advance by 1.8-2.3 m. The comprehensive cost of the hole-pile method excavation blasting construction is less than 300 yuan/m3. Excavation efficiency improves greatly, and the time limit for a project is shorter, and effective control ground subsides, protection medium plate, construction area is little.
Description
Technical Field
The invention relates to the field of subway construction, in particular to a blasting construction method of a hole-pile method subway station protection main structure.
Background
The urban subway has become the most important form of urban public transport due to the characteristics of high speed, large transportation capacity, accuracy, comfortableness and the like, and is not influenced by ground space due to underground operation, so that ground traffic jam is greatly relieved, and urban vitality is improved. Referring to fig. 1, subway station inner structure includes the pilot tunnel, and the below of pilot tunnel is strip base and bottom plate, and the middle part of pilot tunnel is equipped with the medium plate, and the outside post that is located the outside pilot tunnel is the side column, and middle post is the center pillar, is the side wall outside the side column.
In recent years, with the development of cities, subway construction is in a construction high tide period, and excavation of subway stations is divided into an open excavation method and a mine method (underground excavation). The open excavation method is safe, reliable and high in efficiency, but the problems of difficulty in controlling noise and dust during construction and the like seriously affect the production, life and traffic of surrounding people, and the underground excavation method is generated due to the fact that the large occupied area during construction of the open excavation method cannot be developed under the dense urban environment.
The common undercut method has the defects of difficult control of ground settlement, undefined stress in construction, slow construction progress and the like, and is always subject to scaling. The hole-pile method is a main excavation method of underground excavation, is a shallow-buried underground excavation method, and compared with other types of shallow-buried underground excavation methods, the hole-pile method has the advantages of capability of effectively controlling ground surface settlement, high construction efficiency, flexible structural form, small occupied area and the like, and basically does not influence the life, traffic and the like of the ground.
The tunnel-pile method is integrated into the excavation of vertical shafts, transverse channels, pilot holes, buckling arches and station bodies through the blasting construction depth, and gradually forms a tunnel-pile method excavation blasting construction comprehensive technology. However, when facing a special landform or a clastic rock platform landform, because the rock is hard, stronger explosive blasting is needed, which causes that the structure which is excavated and built in the front is easy to be shattered by shock waves, so that the construction of the hole-pile method on the landform section with the landform is greatly hindered.
Disclosure of Invention
In order to blast the rest stone under the condition that the built main body is not damaged, the application provides a blasting construction method of a hole-pile method subway station protection main body structure.
A blasting construction method of a hole-pile method subway station protection main structure comprises the following steps:
step 1), shaft excavation: and (3) mechanically excavating earthwork on the upper part of the vertical shaft, wherein the vertical shaft bodies in the medium and slightly weathered rock stratum are excavated by adopting cut blasting.
Step 2), blasting construction of a transverse channel: blasting by adopting a mining method, blasting by adopting an upper step and a lower step tunnel, wherein the arch part of the transverse channel is an upper step, the lower step is arranged below the transverse channel, the upper step is blasted firstly during blasting, and the blasting is carried out from top to bottom.
Step 3), pilot tunnel blasting construction: and (3) a micro-step division method, namely, excavating the middle part of the lower step firstly and then excavating the side wall.
Step 4), blasting construction of a station main body: step blasting with vertical drilling is adopted, and the blasting at the position below the middle plate is excavated in advance by 1.8-2.3 m.
Because the station structure is constructed in a reverse operation mode, when the middle plate is excavated to the bottom elevation of the middle plate by a conventional construction method, the middle plate is constructed, but if the bottom of the middle plate is a stone after the middle plate is constructed, the loosening coefficient is about 1.3-1.4 after the stone is exploded, and the stone is damaged by volume expansion, shock waves and the like. At present, an effective blasting method for blasting the stonework under the condition of not damaging the middle plate is not available, the problem that the existing blasting level is difficult to solve is solved, the problem that the track of a place with the stonework is changed is solved, the problem that the subway construction meets the stonework is always difficult, and the improvement is urgently needed.
Adopting a hole-pile method for excavation, wherein the blasting design is respectively designed finely for each part according to the overall design of the hole-pile method, the adverse factors such as flying stones, blasting vibration, ground subsidence and the like are controlled in a key way, the working procedures during the parallel blasting construction and cross channel blasting construction of small pilot holes are arranged, the selection of the blasting mode of a main body of a station, the protection measures for the internal structure of the station, the comprehensive safety technology of the blasting action in an underground limited space and the like are adopted, the hole-pile method for excavation and blasting construction comprises a vertical shaft, a cross channel, a pilot hole, a buckling arch, a main body of the station, a station after tunnel and the like, so that the various and complicated stone blasting excavation needs to be respectively designed finely at different construction parts and different stages, different blasting modes, reasonable blasting parameters, effective vibration reduction measures, novel materials and the like are adopted, namely, the blasting design and construction at different parts are respectively innovated and controlled, and meanwhile, blasting construction is subjected to fine management. The small pilot tunnel and the transverse channel are located at the elevation of the top of a station, the buried depth is shallow, surrounding rocks are relatively poor, particularly the transverse channel has large span, and the influence on ground settlement is large. The adoption is to deformation in the control hole, prevention ground subside, control blasting vibration have obvious effect, and this application has found suitable advanced blasting height, and during the blasting of vertical structure position, the mode of non-blasting excavation behind the adoption reservation protective layer to effective protective structure's safety.
Preferably, in the step 1), a water drill is adopted to engage in the middle of the vertical shaft to form a through free surface, and then wedge-shaped cut grooves are arranged on two sides of the free surface.
Through the sectional blasting, the single-section dosage is reduced, single shock wave is reduced, and the damage of the shock wave to the structure is further reduced.
Preferably, the step height in the step 3) is about 2.0m-4.5m, the blasting area is divided into a loosening control blasting area and a weak loosening blasting area, the loosening blasting area is separated from the enclosure structure by 1.5m, small step differential loosening control blasting is adopted, and the weak loosening blasting area is separated from the enclosure structure by 1.5m, and single-hole single-section differential weak loosening control blasting is adopted.
And (3) excavating the vertical shaft main body in a layering manner, wherein the step height is determined according to the layering height and is 2-4.5m, and the step height is reasonably and flexibly selected according to specific conditions. In order to ensure the stability of the enclosure structure and reduce the influence of blasting vibration on the enclosure structure and the surrounding environment to the maximum extent, the construction is carried out by adopting a mode of combining loosening control blasting and weak loosening control blasting so as to reduce or avoid the influence of blasting vibration on a station structure, a loosening control blasting area is firstly carried out during the construction, and a reserved weak loosening control blasting area is used as a buffer area to protect the enclosure structure.
Preferably, in the step 3), the upper step of the pilot hole is blasted first, and then the lower step is blasted, the blasting holes of the upper step comprise cut holes, auxiliary holes, caving holes, bottom plate holes, peripheral holes and arch foot holes, the cut holes are uniformly distributed in the middle of the upper step, the auxiliary holes are uniformly distributed at two ends and at the upper part of the cut holes in the horizontal direction, the caving holes are uniformly distributed at the upper part of the cut holes at the upper part of the upper step, the bottom plate holes are uniformly distributed at the bottom of the upper step, the peripheral holes are located at the outermost periphery of the upper step, and the arch foot holes are located at two sides of the bottom of the upper step and are distributed in a triangular manner; the lower step blast hole includes an auxiliary hole and a peripheral hole.
Preferably, in the step 3), the distance between the peripheral holes is 350-450 mm, the distance between the resisting lines is 400-500mm, the distance between the auxiliary holes is 450-550 mm, the distance between the collapse holes is 600-800mm, the distance between the opposite holes of the cut holes is 1200-1600 mm, the distance between the holes is 350-450 mm, and the angle of the cut holes is 60-70 degrees.
Preferably, the distance between the auxiliary holes in the step 2) is 800mm and 600-; the depth of the blasting hole of the lower step is less than 2.5m, the distance between the auxiliary holes is 900mm for 700 < + > and 800mm for 600 < + > and the distance between the peripheral holes is 800mm for 600 < + > and 800 mm.
Through the blast hole of rational design pilot hole and cross passage, make the blasting of pilot hole and cross passage explode in grades, have better blasting effect, it is less to the building influence on ground simultaneously.
Preferably, in the step 4), a mechanical crushing area is arranged outside the range of 1m around the center pillar, and damping holes are arranged around the center pillar in a circle.
Through the protection of damping hole in order to reach centering stand, when the outer blasting of this mechanical crushing area, the blasting free surface direction deviates from the center pillar, prevents that the blasting flyrock from causing the destruction to the center pillar.
Preferably, in the blasting process, when the hole depth of the blasting hole is more than 2m, the rock is good in explosibility and has a fracture development rock stratum, and the charging structure sequentially comprises a hole bottom water bag, an explosive, a water bag and stemming; when the hole depth of the blast hole is less than 2m, the rock is poor in explosiveness and a rock stratum with no crack development, the explosive filling structure sequentially comprises a hole bottom explosive, a water bag and stemming; when the depth of the blast hole is less than 2m, the rock is good in explosibility and the rock stratum with developed cracks, the charging structure sequentially comprises a hole bottom water bag, explosive and stemming.
The hole depth is less than 2m, the rock is good in explosibility and the rock stratum develops in a fracture mode, the water bag is added in front of the hole bottom and the stemming, the detonation gas volume can be increased, meanwhile, the charging length ensures that the energy is enough, the stemming blocking length is enough, the action time of the detonation gas can be ensured, the whole blasting energy is fully utilized, and the blasting pile is broken and concentrated. The explosive is high in unit consumption due to the fact that the hole depth is smaller than 2m, the rock is poor in explosibility, cracks are not developed, the hole depth is small, the rock is poor in explosibility and the like, the explosive loading length of a single hole is guaranteed to be enough, the explosive is directly loaded at the bottom of the hole, a water-saving bag is filled between the explosive and the stemming to increase detonation gas, the blocking length of the stemming is guaranteed, and the acting time of the detonation gas is guaranteed. The hole depth is larger than 2m, the rock explosibility is good, the fracture development rock stratum is good, the hole depth is small, the rock explosibility is good, a water-saving bag is arranged at the bottom of the hole to increase the detonation gas, the bottom of the hole is broken more thoroughly, the stemming blocking length is ensured to ensure the action time of the detonation gas, and the blast hole utilization rate is high.
In conclusion, the method disclosed by the application has positive effects on economic benefits and environmental protection benefits. Economic benefits and numerous mechanical excavation methods are provided, but the efficiency is low due to poor rock crushing effect, low excavation efficiency, accumulated water on the working surface and the like, and the rock crushing cost is about 1400 yuan/cubic meter. The comprehensive cost of the hole-pile method excavation blasting construction is less than 300 yuan/cubic meter. Social, adopt the hole stake method excavation blasting construction of this application, excavation efficiency improves greatly, and the time limit for a project is shorter, and is shorter to all ring edge borders influence time, and effective control ground subsides, effective control vibration noise dust etc. are less to all ring edge borders influence, and construction area is little, and is little to production, life, the traffic influence of all ring edge people.
Drawings
Fig. 1 is an overall structure of the interior of a subway.
Fig. 2 is a top view of the layout of the slotted holes during a vertical shaft slotted blast.
Fig. 3 is a front view of the layout of the cut holes during a shaft cut blasting.
Fig. 4 is a layout diagram of a vertical shallow hole bench blasting area.
Fig. 5 is a cross-channel blast hole layout.
Fig. 6 is a layout view of pilot hole blastholes.
Fig. 7 is a layout top view of a central pillar, a damping hole and a mechanical crushing area in blasting construction of a main body of a station.
Fig. 8 is a front view showing the layout of the center pillar, the damping holes and the mechanical crushing area in the blasting construction of the main body of the station.
Description of reference numerals:
1. guiding a hole; 11. a bar base; 12. a base plate; 13. a middle plate; 14. side columns; 15. a middle upright post; 16. A side wall; 2. auxiliary holes; 3. cutting holes; 4. an enclosure structure; 41. loosening the control blasting area; 42. a weak loosening blasting area; 5. an auxiliary hole; 51. collapsing the hole; 52. a bottom plate hole; 53. a peripheral hole; 54. a leg hole; 6. a mechanical crushing zone; 61. and a damping hole.
Detailed Description
Example 1
The embodiment discloses blasting construction of a certain section of station of No. 21 line in Guangzhou city, the engineering quantity of a subsurface excavation section is about 12 ten thousand square, the total length of a tunnel is about 400m, the landform belongs to a five-mountain clastic rock platform landform, and the landform is relatively flat. The earthwork at the upper part of the vertical shaft is excavated by machinery, and the shaft body, the transverse passage, the station pilot tunnel 1 and the main body of the vertical shaft in the middle and slightly weathered rock stratum are excavated by blasting.
Step 1), excavating a vertical shaft.
Shaft undercutting blasting: the shaft is totally closed with special factory shed, and the well head adopts shaped steel and steel sheet preparation apron shaft upper portion earthwork machinery to excavate, when effectively controlling the flying stone, can also weaken blasting shock wave, noise to the influence of surrounding environment. Well bodies of vertical wells in the medium and slightly weathered rock stratums are excavated by cut blasting, a water drill is used for meshing in the middle of the vertical wells to form a penetrating free surface, wedge-shaped cut holes are arranged on two sides of the free surface, so that the single-section dosage is reduced, the cut holes are arranged and referred to as figure 2, a row of uniformly distributed auxiliary holes 2 are formed in the middle of the vertical wells, and cut holes 3 are uniformly distributed on two sides of the auxiliary holes 2 in the length direction.
Referring to fig. 3, the depth of the blast hole in the cutting area is controlled to be about 1.7-2.5m, and the circulating footage of each gun is controlled to be about 1-2 m. The distance between the pairs of the cut holes 3 is 1200mm-1500mm, the row spacing of the cut holes 3 is 700mm-800mm, and the angle of the cut hole 3 with the unit consumption of 0.60 kg/cubic meter-0.80 kg/cubic meter is 60-85 degrees.
The charge is shown in table 1:
TABLE 1 charging parameters
And (3) step blasting design of a vertical shaft shallow hole: the blasting of the main body part of the vertical shaft adopts layered excavation, the step height is determined according to the layered height, 1m-3m is taken, and the step height is reasonably and flexibly selected according to specific conditions. In order to ensure the stability of the building envelope 4 and reduce the influence of blasting vibration on the surrounding environment to the maximum extent, a loosening control blasting mode is adopted for construction. Referring to fig. 4, the blasting area is divided into a loosening control blasting area 41 and a weak loosening blasting area 42, small step differential loosening control blasting is adopted outside the loosening blasting area and 41.5m away from the enclosure structure, and single-hole single-section differential weak loosening control blasting is adopted within the distance of the weak loosening blasting area 42 and 41.5m away from the enclosure structure.
And determining the diameter of the drilled hole to be 42mm according to the characteristics of the 7655 model hand pneumatic drill and the topographic and geological conditions of the explosion area. In order to facilitate construction and accurately control the drilling direction, a vertical drilling mode is adopted. The emulsion explosive of explosive cartridge with phi 32mm is selected in combination with drilling phi 42mm and convenient charging and water prevention. The detonator is a millisecond nonel detonator and an electronic detonator. The blasting parameters are shown in tables 2-3.
TABLE 2 first zone blasting zone bench blasting parameters
TABLE 3 bench blasting parameters of the second blasting zone
Step 2), blasting construction of a transverse channel: blasting by adopting a mining method, blasting by adopting an upper step and a lower step tunnel, wherein the arch part of the transverse channel is the upper step, the lower step is arranged below the transverse channel, the upper step is blasted firstly during blasting, and the blasting is carried out from top to bottom. Referring to fig. 5, the blast holes of the upper step include cut holes 3, auxiliary holes 5, peripheral holes 53 and arch holes 54, the cut holes 3 are uniformly distributed in the middle of the upper step, the auxiliary holes 5 are uniformly distributed at both ends and the upper portion of the cut holes 3 in the horizontal direction, the breakout holes 51 are uniformly distributed in the upper portion of the cut holes 3 in the upper portion of the upper step, the holes of the bottom plate 12 are uniformly distributed in the bottom of the upper step, and the peripheral holes 53 are located in the outermost periphery of the upper step. The lower step blast hole includes the auxiliary hole 5 and the peripheral hole 53.
The space between every two trusses of upper step grid arch frames is 0.5m, and every two trusses are adopted in the blasting process. The auxiliary holes 5 are uniformly distributed in a plum blossom shape. The distance between the peripheral holes 53 is 400mm-500mm, and the minimum resistance line is 500mm-600 mm; the distance between the auxiliary holes 5 is 600mm-800 mm; the distance between the pairs of the cut holes 3 is 1200mm-1600mm, and the angle of the cut holes 3 is 70 degrees. The specific parameters are further adjusted after the test explosion. When blasting, the upper step is blasted first, and then other steps are blasted from top to bottom. The maximum hole depth of the lower step is 2.5m, the 5-hole pitch of the auxiliary holes is 700-900mm, the row pitch is 600-800mm, the 53-hole pitch of the peripheral holes is 600-800mm, and the minimum resistance line is 700-900 mm.
The charging parameters are detailed in table 4.
TABLE 4 CHARGING PARAMETERS TABLE
Step 3), blasting construction of the pilot tunnel 1: a micro-step division method, namely, excavating the middle part of the lower step firstly and then excavating the side wall 16; the upper step of the pilot tunnel 1 is blasted first, and then the lower step is blasted. Referring to fig. 6, the blast holes of the upper step include cut holes 3, auxiliary holes 5, collapse holes 51, bottom plate 12 holes, peripheral holes 53 and arch foot holes 54, the cut holes 3 are uniformly distributed in the middle of the upper step, the auxiliary holes 5 are uniformly distributed at both ends and upper portion of the cut holes 3 in the horizontal direction, the collapse holes 51 are uniformly distributed in the upper portion of the cut holes 3 in the upper portion of the upper step, the bottom plate 12 holes are uniformly distributed in the bottom of the upper step, the peripheral holes 53 are located in the outermost periphery of the upper step, and the arch foot holes 54 are located at both sides of the bottom of the upper step and are distributed in a triangular shape; the lower step blast hole includes the auxiliary hole 5 and the peripheral hole 53. The distance of each truss of the three-level surrounding rock grid arch is 0.667m, and the auxiliary holes 5 are uniformly distributed in a plum blossom shape. The distance between the peripheral holes 53 is 350mm-450mm, and the minimum resistance line is 400mm-500 mm; the distance between the auxiliary holes 5 is 450mm-550 mm; the distance between the collapse holes 51 is 600mm-800 mm; the distance between the two pairs of the cut holes 3 is 1200-1600 mm, the hole distance is 350-450 mm, the angle of the cut holes 3 is 60-70 degrees, 2 trusses are advanced at each time by an upper step during blasting, 4 trusses are advanced at the maximum of a lower step during blasting, and the charging parameters are detailed in a table 5.
TABLE 5 guiding hole charge parameter table (go to length 2 pin)
Step 4), blasting construction of a station main body: step blasting with vertical drilling is adopted, and the blasting at the position below the middle plate 13 is excavated in advance by 1.8-2.3 m.
The center pillar 15, the middle plate 13 and the beam are permanent structures and are used as a part of a station after construction is completed, so that special attention needs to be paid to the influence of blasting on the structures. Referring to fig. 7 and 8, a mechanical crushing area 6 is designed in the range of 1m around the center pillar 15, a hydraulic crusher is used for crushing, and damping holes 61 are arranged in a circle around the center pillar 15 according to vibration monitoring data so as to protect the center pillar 15. When blasting near the area outside the area, the direction of the blasting free surface deviates from the center pillar 15, and blasting flying stones are prevented from damaging the center pillar 15.
Protection of the centering plate 13 and the beam: the method is characterized in that blasting excavation of advance quantity is formed on rocks at corresponding parts, after the blasting excavation, the structure is manufactured on the blasting piles, after the manufactured concrete is solidified, the blasting piles at the parts are shoveled and loaded, and the subsequent stone excavation has no influence on the structure.
In the blasting process, when the hole depth of a blasting hole is more than 2m, the rock is good in explosibility and a rock stratum with developed cracks, and the charging structure sequentially comprises a hole bottom water bag, an explosive, a water bag and stemming; when the hole depth of the blast hole is less than 2m, the rock is poor in explosiveness and a rock stratum with no crack development, the explosive filling structure sequentially comprises a hole bottom explosive, a water bag and stemming; when the depth of the blast hole is less than 2m, the rock is good in explosibility and the rock stratum with developed cracks, the charging structure sequentially comprises a hole bottom water bag, explosive and stemming.
The method for the excavation blasting construction of the subway station by the hole-pile method has good economic benefits and social benefits.
The mechanical excavation is often low in efficiency due to the reasons of poor rock crushing effect, low excavation efficiency, water accumulation on a working surface and the like, and rock crushing cost is recorded and displayed to be about 1400 yuan/cubic meter according to various mechanical excavation modes adopted by the previous shaft excavation of the Huajing road station of the eleven-line subway in Guangzhou city. The application relates to a hole-pile method excavation blasting construction. After the comprehensive construction method of blasting is excavated by adopting a hole-pile method according to the later stage of the Huajing road station of the eleven-numbered lines of the subway in Guangzhou city, the blasting comprehensive composition of the vertical shaft, the transverse passage, the pilot tunnel 1, the main body of the station and other parts related to the hole-pile method is displayed to be less than 300 yuan/cubic meter according to the record.
1. When a subway station is excavated by a tunnel pile method, construction parts are various and complicated, and the tunnel pile method comprises a vertical shaft, a transverse passage, a pilot tunnel 1, a buckling arch, a station main body, a tunnel-first station and a tunnel-second station and the like. The blasting design construction to different positions is innovated and controlled respectively, carries out the fine management to the blasting construction simultaneously, when blasting harm such as effectual control blasting vibration, shock wave, noise, can effectual, quick broken rock, impels the engineering progress.
2. The vertical shafts on two sides of the station are close to peripheral buildings, and the control requirement on explosion vibration and flying stones is higher. The millisecond differential control blasting is adopted, and if necessary, the vibration reduction holes 61 are arranged on the edge of the vertical shaft, so that the blasting vibration can be effectively controlled; the well head adopts shaped steel and steel sheet preparation apron, when effective control flying stone, can also weaken blasting shock wave, noise to the influence of all ring edge borders.
3. Small pilot tunnel 1 and horizontal channel blasting construction technology. The small pilot tunnel 1 and the transverse channel are located at the elevation of the top of a station, the buried depth is shallow, surrounding rocks are relatively poor, particularly the transverse channel has large span, and the influence on ground settlement is large. The micro-step division method is adopted, namely the excavation mode that the middle groove is firstly excavated and the side wall 16 is then excavated for the lower step, and the micro-step division method has obvious effects on controlling the deformation in the tunnel, preventing the ground settlement and controlling the blasting vibration.
4. When station main part blasting construction, it is especially important to the protection of structures such as station inner pile, roof beam, post, will have certain blasting height in advance in the floor position, during the blasting of vertical structure position, adopts the mode of reserving non-blasting excavation behind the protective layer, effective protective structure's safety.
5. The shield tunnel section expands and digs blasting construction technique, and the construction order of first tunnel back station is blasted the excavation (is expanded and is dug) to the peripheral rock mass of shield section of jurisdiction, needs the blast hole degree of depth, the charge volume of strict control, carries out meticulous blasting design and construction, protects the tunnel section of jurisdiction and remains the country rock.
6. The environment-friendly filling blasting construction technology is adopted, the water bag and the stemming are adopted for filling, the dust fall effect after blasting is obvious, and the underground operation environment is greatly improved. Meanwhile, the blasting energy loss is reduced, the unit consumption of the explosive can be correspondingly reduced by 10-20%, and the method has better social and economic benefits.
The above-described embodiments are merely preferred embodiments of the present invention, which are intended to illustrate the present invention and not to limit the scope of the present invention. The title of the invention has been described with specific examples. The invention can be used for other purposes by those skilled in the art by appropriately changing the raw materials, the process conditions and the like without departing from the content of the invention, and all similar substitutes and modifications obvious to those skilled in the art are deemed to be included in the scope of the invention.
Claims (8)
1. A blasting construction method for a hole-pile method subway station protection main structure is characterized by comprising the following steps:
step 1), shaft excavation: mechanical excavation of earthwork at the upper part of the vertical shaft, wherein the vertical shaft bodies in the middle and slightly weathered rock strata are excavated by cut blasting;
step 2), blasting construction of a transverse channel: blasting by adopting a mining method, blasting by adopting an upper-step tunnel and a lower-step tunnel, wherein the arch part of the transverse channel is an upper step, the lower step is arranged below the transverse channel, the upper step is blasted firstly during blasting, and blasting is carried out from top to bottom;
step 3), blasting construction of the pilot tunnel (1): a micro-step division method, namely, excavating the middle part of the lower step firstly and then excavating the side wall (16);
step 4), blasting construction of a station main body: step blasting of vertical drilling is adopted, and blasting at the position below the middle plate (13) is carried out by excavating 1.8-2.3m in advance.
2. The blasting construction method of the hole-pile method subway station protection main structure as claimed in claim 1, wherein: in the step 1), a rhinestone is adopted to be occluded in the middle of the vertical shaft to form a penetrating free surface, and wedge-shaped cut grooves are arranged on two sides of the free surface.
3. The blasting construction method of the hole-pile method subway station protection main structure as claimed in claim 1, wherein: the step height in the step 3) is about 2.0m-4.5m, the blasting area is divided into a loosening control blasting area (41) and a weak loosening blasting area (42), small step differential loosening control blasting is adopted when the loosening blasting area is 1.5m away from the enclosure structure (4), and single-hole single-section differential loosening control blasting is adopted when the weak loosening blasting area (42) is 1.5m away from the enclosure structure (4).
4. The blasting construction method of the hole-pile method subway station protection main structure as claimed in any one of claims 1 to 3, wherein: in the step 3), the upper step of the pilot tunnel (1) is blasted, then the lower step is blasted, the blasting holes of the upper step comprise cut holes (3), auxiliary holes (5), caving holes (51), bottom plate (12) holes, peripheral holes (53) and arch foot holes (54), the cut holes (3) are uniformly distributed in the middle of the upper step, the auxiliary holes (5) are uniformly distributed at two ends and the upper part of the cut holes (3) in the horizontal direction, the caving holes (51) are uniformly distributed at the upper part of the cut holes (3) at the upper part of the upper step, the bottom plate (12) holes are uniformly distributed at the bottom of the upper step, the peripheral holes (53) are located at the periphery of the upper step, and the arch foot holes (54) are distributed in a triangular shape at two sides of the bottom of the upper step; the lower step blast hole includes an auxiliary hole (5) and a peripheral hole (53).
5. The blasting construction method of the hole pile method subway station protection main structure according to claim 4, characterized in that: in the step 3), the distance between the peripheral holes (53) is 350-450 mm, the distance between the resisting lines is 400-500mm, the distance between the auxiliary holes (5) is 450-550 mm, the distance between the collapse holes (51) is 600-800mm, the distance between the slotted holes (3) and the eyes is 1200-1600 mm, the distance between the holes is 350-450 mm, and the angle of the slotted holes (3) is 60-70 degrees.
6. The blasting construction method of the hole-pile method subway station protection main structure as claimed in claim 1, wherein: in the step 2), the distance between the blasting holes is 400-500mm, a plurality of auxiliary holes (5) are uniformly distributed on the periphery of the blasting holes, the distance between the auxiliary holes (5) is 600-800mm, a plurality of peripheral holes (53) are uniformly distributed on the periphery of the auxiliary holes (5), and the distance between the peripheral holes (53) is 400-500 mm; the depth of the blasting hole of the lower step is less than 2.5m, the distance between the auxiliary holes (5) is 900mm for 700-.
7. The blasting construction method of the hole-pile method subway station protection main structure as claimed in claim 1, wherein: in the step 4), a mechanical crushing area (6) is arranged outside the range of 1m around the center pillar (15), and damping holes (61) are arranged around the center pillar (15) in a circle.
8. The blasting construction method of the hole-pile method subway station protection main structure as claimed in claim 1, wherein: in the blasting process, when the hole depth of a blasting hole is more than 2m, the rock is good in explosibility and a rock stratum with developed cracks, and the charging structure sequentially comprises a hole bottom water bag, an explosive, a water bag and stemming; when the hole depth of the blast hole is less than 2m, the rock is poor in explosiveness and a rock stratum with no crack development, the explosive filling structure sequentially comprises a hole bottom explosive, a water bag and stemming; when the depth of the blast hole is less than 2m, the rock is good in explosibility and the rock stratum with developed cracks, the charging structure sequentially comprises a hole bottom water bag, explosive and stemming.
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