CN116658178B - Ultra-small clear distance tunnel subsection differential blasting vibration reduction and isolation construction method - Google Patents
Ultra-small clear distance tunnel subsection differential blasting vibration reduction and isolation construction method Download PDFInfo
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- CN116658178B CN116658178B CN202310942710.5A CN202310942710A CN116658178B CN 116658178 B CN116658178 B CN 116658178B CN 202310942710 A CN202310942710 A CN 202310942710A CN 116658178 B CN116658178 B CN 116658178B
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- 238000002955 isolation Methods 0.000 title claims abstract description 107
- 238000005422 blasting Methods 0.000 title claims abstract description 101
- 238000010276 construction Methods 0.000 title claims abstract description 42
- 230000009467 reduction Effects 0.000 title claims abstract description 37
- 239000002002 slurry Substances 0.000 claims abstract description 71
- 238000009412 basement excavation Methods 0.000 claims abstract description 44
- 239000011435 rock Substances 0.000 claims abstract description 37
- 239000004568 cement Substances 0.000 claims abstract description 31
- 238000013016 damping Methods 0.000 claims abstract description 12
- 238000005553 drilling Methods 0.000 claims abstract description 10
- 238000000034 method Methods 0.000 claims description 28
- 229910000831 Steel Inorganic materials 0.000 claims description 23
- 239000010959 steel Substances 0.000 claims description 23
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 12
- 230000008569 process Effects 0.000 claims description 8
- 238000005086 pumping Methods 0.000 claims description 4
- 230000000087 stabilizing effect Effects 0.000 claims description 4
- 230000008093 supporting effect Effects 0.000 claims description 4
- 238000000465 moulding Methods 0.000 claims description 3
- 230000002093 peripheral effect Effects 0.000 description 16
- 238000004880 explosion Methods 0.000 description 4
- 230000001360 synchronised effect Effects 0.000 description 4
- 238000013461 design Methods 0.000 description 3
- 239000004575 stone Substances 0.000 description 3
- 238000005474 detonation Methods 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 239000011440 grout Substances 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 230000004075 alteration Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000008901 benefit Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000004069 differentiation Effects 0.000 description 1
- 230000009977 dual effect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000000926 separation method Methods 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 230000005641 tunneling Effects 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/006—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by making use of blasting methods
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Civil Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention relates to the technical field of tunnel excavation, in particular to an ultra-small clear distance tunnel subsection differential blasting vibration reduction and isolation construction method, which comprises the following steps of S1: constructing a pilot hole and a pilot hole primary support; s2: burying a vibration isolation pipe on the side wall of the advance hole, and performing construction of a second lining of the advance hole; s3: drilling vibration damping holes on the rear traveling hole, wherein the vibration damping holes form a vibration damping hole group belt; dividing a backward hole into an excavation area and a blasting area along the vibration reduction hole group belt; s4: dividing the blasting zone into an upper step blasting zone, a middle step blasting zone and a lower step blasting zone; dividing the excavation region into an upper step excavation region, a middle step excavation region and a lower step excavation region; s5: blasting an upper step blasting area and excavating an upper step excavation area; s6: blasting the middle step blasting area and excavating a middle step excavation area; s7: blasting a lower step blasting area and excavating a lower step excavation area; s9: pouring cement slurry into the slurry inlet pipe; the vibration influence on the lining of the advance hole and surrounding rock of the middle rock column during the blasting of the backward hole is reduced.
Description
Technical Field
The invention relates to the technical field of tunnel excavation, in particular to an ultra-small clear distance tunnel subsection differential blasting vibration reduction and isolation construction method.
Background
With the sustainable development of the economy of China, urban traffic faces great challenges; in order to relieve the urban ground road traffic pressure and promote urban traffic development, the investment and construction of urban underground traffic are gradually increased in China; the tunnel is affected by the existing building structure of the city, mountain geological environment and increasingly dense underground traffic network, and the line selection and construction space of the tunnel are smaller and smaller; so that more and more tunnels have the characteristics of large section and small clear distance.
In the blasting construction process of the ultra-small clear distance tunnel, how to lighten the influence of the back hole blasting on the front hole and reduce the disturbance on surrounding rock of the central rock column is always a major concern, and how to reduce the influence caused by the blast wave is urgently needed to be solved.
At present, little research is done in the field of vibration reduction technology for ultra-small clear-distance tunnels; in particular, the improvement scheme of adopting the undercut blasting for the backward hole has little research on vibration isolation measures of the forward hole. Therefore, there is a need to design a construction method for the vibration reduction and isolation of ultra-small clear distance tunnel by means of differential blasting, so as to solve the problems in the prior art.
Disclosure of Invention
The invention provides an ultra-small clear distance tunnel subsection differential blasting vibration reduction and isolation construction method for reducing the vibration influence on the lining of a preceding tunnel and surrounding rock of a middle rock column during the blasting of a succeeding tunnel so as to improve the overall stability of a tunnel.
The invention is realized by adopting the following technical scheme:
a construction method for ultra-small clear distance tunnel subsection differentiation blasting vibration reduction and isolation comprises a leading hole, a trailing hole and a middle rock pillar positioned between the leading hole and the trailing hole; the method comprises the following steps:
step S1: constructing a preceding hole, wherein in the construction process of the preceding hole, the inner side of the preceding hole is closely followed with the primary support of the preceding hole;
step S2: burying a plurality of vibration isolation pipes which are longitudinally arranged and distributed along the upper and lower direction on the side wall of the preceding hole close to the middle rock column, and performing construction of a second lining of the preceding hole on the inner side of the preceding hole after the plurality of vibration isolation pipes are buried until the preceding hole is out of the hole; one end of each vibration isolation pipe is communicated with the pulp inlet pipe together, and the other end is communicated with the pulp outlet pipe together;
step S3: drilling a plurality of vibration reduction holes on the face of the back hole, so that a vibration reduction hole group belt which is arranged in an arc shape from the top end of the face of the back hole to the bottom end of the face of the back hole is formed by the plurality of vibration reduction holes; dividing the tunnel face of the backward hole into an excavation area close to the middle rock column and a blasting area far away from the middle rock column along the vibration reduction hole group belt;
step S4: dividing the blasting area into an upper step blasting area, a middle step blasting area and a lower step blasting area along the upper and lower directions; dividing the excavation region into an upper step excavation region, a middle step excavation region and a lower step excavation region along the upper and lower directions;
step S5: blasting an upper step blasting area by adopting a water drilling method and a blasting method, mechanically excavating an upper step excavation area, and then performing primary support on the upper step;
step S6: blasting a middle step blasting area by adopting a blasting method, mechanically excavating a middle step excavation area, and then performing primary support of the middle step;
step S7: blasting a lower step blasting area by adopting a blasting method, excavating a lower step excavation area by adopting machinery, and then constructing a lower step support; finally, integrally molding a second lining of the rear row hole;
step S8: repeating the step S3 to the step S7 until the construction of the ultra-small clear distance section of the backward hole is finished;
step S9: grouting cement slurry into the slurry inlet pipe by using slurry pumping equipment until the excessive cement slurry overflows from the pipe orifice of the slurry outlet pipe; and after the cement slurry is initially set, the slurry inlet pipe and the slurry outlet pipe are disassembled.
Further, in the step S2, each vibration isolation pipe is fixed to the inner side of the preceding hole by a plurality of L-shaped reinforcing bars distributed along the front and rear direction, and then concrete is sprayed on the outer side walls of the plurality of vibration isolation pipes until the plurality of vibration isolation pipes are buried in the concrete, and at this time, the inner part of each vibration isolation pipe is in an unglued state.
Further, in the step S2, an included angle between each vibration isolation tube and the longitudinal axis of the preceding hole is 3 ° to 5 °, and the horizontal height of one end of the vibration isolation tube communicated with the slurry inlet tube is lower than the horizontal height of one end of the vibration isolation tube communicated with the slurry outlet tube, so that cement slurry can be filled layer by layer from low to high.
Further, in the step S3, the number of the vibration damping holes is two rows distributed along the left and right direction, and the plurality of vibration damping holes are distributed in a quincuncial shape.
Further, in the step S5, the step S6, and the step S7, the machine is a breaking hammer; the grouting equipment is a grouting pump.
Further, in the step S2, the right end of the transverse straight portion of the L-shaped steel bar is fixedly embedded in the primary support of the advance hole, and the vibration isolation tube is erected between the left end of the transverse straight portion of the L-shaped steel bar and the vertical portion of the L-shaped steel bar, so as to provide a supporting and stabilizing effect for the vibration isolation tube.
A multitube synchronous grouting device is applied to an ultra-small clear distance tunnel subsection differential blasting vibration reduction and isolation construction method, and comprises the steps that a plurality of longitudinally arranged vibration isolation pipes distributed up and down are buried on the side wall of a preceding hole close to a middle rock column, one end of each vibration isolation pipe is communicated with a slurry inlet pipe together, and the other end of each vibration isolation pipe is communicated with a slurry outlet pipe together; the included angle between each vibration isolation pipe and the longitudinal axis of the advance hole is 3-5 degrees, and the horizontal height of one end of the vibration isolation pipe communicated with the slurry inlet pipe is lower than that of one end of the vibration isolation pipe communicated with the slurry outlet pipe.
Further, each vibration isolation tube is fixed on the inner side of the advance hole through a plurality of L-shaped steel bars distributed along the front and back direction, the right end of the transverse straight part of the L-shaped steel bar is fixedly embedded in the primary support of the advance hole, and the vibration isolation tube is erected between the left end of the transverse straight part of the L-shaped steel bar and the vertical part of the L-shaped steel bar.
The invention has reasonable and reliable structural design, adopts a three-step six-part excavation mode to construct the ultra-small clear distance section of the backward hole, reduces disturbance to the rock column, and has vibration isolation and vibration reduction effects due to the vibration reduction hole group belt arranged on the face of the backward hole; meanwhile, the method of drilling and excavating by the water drill replaces the original method of blasting by cutting holes, thereby reducing the blasting dosage and reducing the influence of blasting vibration on the prior holes; further, the vibration isolation pipe which is not injected in the advance hole can play a role in vibration isolation and vibration reduction, after the blasting construction of the rear traveling hole is completed, the vibration isolation pipe after grouting can improve lining rigidity of the primary support of the advance hole and the secondary lining of the advance hole in the advance hole, surrounding rock deformation of a rock column in the advance hole is limited, and the vibration isolation pipe has the advantage of strong practicability.
Drawings
Fig. 1 is a schematic structural view of the present invention.
FIG. 2 is a schematic diagram of a three-step six-part subsection of a back hole in accordance with the present invention.
Fig. 3 is a schematic view showing an installation state of the vibration isolation tube in the present invention.
Fig. 4 is a schematic view of the angle between the vibration isolation tube and the longitudinal axis of the pilot hole in the present invention.
Fig. 5 is a schematic structural view of a multi-pipe synchronous grouting device in the invention.
In the figure: 1-advance hole, 2-backward hole, 3-middle rock column, 4-advance hole primary support, 5-vibration isolation pipe, 6-advance hole secondary lining, 7-slurry inlet pipe, 8-slurry outlet pipe, 9-vibration damping hole group belt, 10-upper step blasting area, 11-upper step excavation area, 12-middle step blasting area, 13-middle step excavation area, 14-lower step blasting area, 15-lower step excavation area, 16-L-shaped steel bar, 17-hose, 18-hose I and A-water drilling construction area.
Detailed Description
A construction method for ultra-small clear distance tunnel subsection differential blasting vibration reduction and isolation is shown in the accompanying drawings 1-5, and comprises a leading hole 1, a trailing hole 2 and a middle rock column 3 positioned between the leading hole and the trailing hole; the method comprises the following steps:
step S1: constructing a pilot hole 1, wherein in the construction process of the pilot hole 1, the inner side of the pilot hole 1 is closely followed by the construction of a pilot hole primary support 4;
step S2: burying a plurality of vibration isolation pipes 5 which are longitudinally arranged and distributed along the upper and lower direction on the side wall of the preceding hole 1, which is close to the middle rock column 3, and constructing a preceding hole secondary lining 6 on the inner side of the preceding hole 1 after the plurality of vibration isolation pipes 5 are buried until the preceding hole 1 is out of the hole; one end of each vibration isolation pipe 5 is communicated with a slurry inlet pipe 7 together, and the other end is communicated with a slurry outlet pipe 8 together;
the vibration isolation pipes 5 are PVC pipes with the diameter of 76mm, and the distance between two adjacent vibration isolation pipes 5 is 15mm; the arrangement positions of the vibration isolation pipes 5 are from the arch line of the advance hole 1 to the arch arc section;
step S3: drilling a plurality of vibration reduction holes on the face of the back hole 2, so that the vibration reduction holes form a vibration reduction hole group belt 9 which is arranged in an arc shape from the top end of the face of the back hole 2 to the bottom end of the face of the back hole 2; dividing the tunnel face of the backward hole 2 into an excavation area close to the middle rock column 3 and a blasting area far away from the middle rock column 3 along the vibration reduction hole cluster belt 9;
step S4: dividing the blasting area into an upper step blasting area 10, a middle step blasting area 12 and a lower step blasting area 14 along the upper and lower directions; dividing the excavation region into an upper step excavation region 11, a middle step excavation region 13 and a lower step excavation region 15 along the upper and lower directions;
the tunnel face of the back-going hole 2 is divided into three steps and six parts through the vibration reduction hole group belt 9, the construction is carried out in a subsection sequence, and the vibration reduction hole group belt 9 can play a role in vibration isolation during blasting; the number of the vibration damping holes is two rows distributed along the left and right, and the vibration damping holes are distributed in a plum blossom shape;
step S5: blasting an upper step blasting area 10 by adopting a water drilling method and a blasting method, excavating an upper step excavation area 11 by adopting a machine, and then performing primary support on the upper step; a is shown in the figure 2, and A is a water drilling method construction area;
firstly, a measurer draws a water drill stone taking side line and a digging outer diameter side line at a position which is lower than the middle part of an upper step blasting area 10 according to the digging direction and the elevation, then a constructor operates the water drill machine to ensure that the outer edge of the water drill core drill bit is consistent with the water drill stone taking side line, sequentially drills along the water drill stone taking side line, each two holes are connected and a cross belt is required to be reserved, after all holes are drilled, the corresponding rock cores are taken out, so that the rock of a digging part is separated from the surrounding rock to form a separation belt, and finally the rock of the digging part is gradually separated, thereby achieving the tunneling purpose;
auxiliary holes and peripheral holes are distributed at the rest positions of the upper step blasting area 10, and the auxiliary holes and the peripheral holes are filled with charges, and a digital-non-electric detonator mixed multi-section detonation network is adopted;
when the auxiliary hole of the upper step blasting zone 10 is detonated, a second empty face generated by the water drill excavation is formed, and the auxiliary hole is detonated by a detonating tube detonator, and 2 holes or 4 holes are formed for one section;
when the peripheral holes of the upper step blasting zone 10 are detonated, the peripheral holes close to one side of the middle rock pillar 3 are detonated by Kong Haomiao time delay by adopting digital detonators; the peripheral hole at the middle lower part of the upper step blasting zone 10 is a protection zone of the middle rock column 3, the dosage in the peripheral hole is 0.3kg, and the distance between two adjacent peripheral holes is 0.45m; the dosage in the peripheral holes at the upper part of the upper step blasting zone 10 is 0.9kg, and the distance between two adjacent peripheral holes is 0.5m; peripheral holes at the rest positions of the upper step blasting zone 10 are detonated by detonating tube detonators, 5 holes are to 6 holes for one section, and digital detonators are adopted outside the peripheral holes to delay and control detonation time in the peripheral holes;
step S6: blasting the middle step blasting area 12 by adopting a blasting method, mechanically excavating the middle step excavation area 13, and then constructing a middle step primary support;
arranging explosion holes and peripheral holes in the middle-step explosion zone 12, charging the explosion holes and the peripheral holes, and adopting a digital-non-electric detonator mixed multi-section explosion network;
the blasting holes of the middle step blasting zone 12 are blasted by using a detonating tube detonator, and 2 holes or 4 holes are formed in a section;
the blasting mode of the peripheral holes of the middle step blasting area 12 is the same as the blasting mode of the peripheral holes of the upper step blasting area 10;
step S7: blasting a lower step blasting area 14 by adopting a blasting method, excavating a lower step excavation area 15 by adopting machinery, and then constructing a lower step support; finally, integrally molding a second lining of the rear row hole;
the blasting process of the lower step blasting zone 14 is the same as that of the middle step blasting zone 12;
step S8: repeating the step S3 to the step S7 until the construction of the ultra-small clear distance section of the rear tunnel 2 is finished;
considering the influence of free surface on blasting vibration speed control, dividing the backward hole 2 into three steps and six parts for sequential construction, and following the principle from the far end of the middle rock column 3 to the near end of the middle rock column 3, and from the top to the bottom in terms of space distribution; meanwhile, when the excavation area is excavated, double empty faces are formed, and according to engineering experience, the maximum transverse width of the bottom of the reserved rock mass of the excavation area is set to be 3.0m, so that safety and efficiency are guaranteed in the excavation process. When the maximum transverse width is too small, the blasting vibration of the blasting zone has a large influence on the central rock column 3, which is not beneficial to the stabilization of surrounding rock; when the maximum transverse width is too large, reserved rock mass of the excavation area is excavated by the breaking hammer, so that the construction complexity is increased, and the construction efficiency is reduced. Therefore, when the maximum transverse width is 3.0m, the vibration isolation and vibration reduction protection effect on the central rock column 3 can be achieved, and the construction efficiency is also considered;
step S9: grouting cement slurry into the slurry inlet pipe 7 by using slurry pumping equipment until the excessive cement slurry overflows from the pipe orifice of the slurry outlet pipe 8; after the cement slurry is initially set, the slurry inlet pipe 7 and the slurry outlet pipe 8 are disassembled;
when grouting, the grouting pipe 7 is communicated with grouting equipment through a hose 17, the grouting equipment is started, cement grout is conveyed into each vibration isolation pipe 5, each vibration isolation pipe 5 is filled under grouting pressure, and finally, excessive cement grout overflows from the pipe orifice of the grouting pipe 8;
the cement slurry adopts non-shrinkage cement slurry with the slurry proportion of 0.35-0.4, and has the characteristics of high fluidity, early strength, high strength, micro expansion and the like.
The structural design of the vibration isolation pipe 5 is that the vibration isolation pipe 5 is in a hollow state in the construction process of the backward hole 2, and the air in the vibration isolation pipe can play a role in secondary vibration isolation and vibration reduction, so that the disturbance of the construction of the backward hole 2 to the forward hole 1 is reduced; after the construction of the back hole 2 is completed, cement slurry is injected into the interior of each vibration isolation pipe 5, and the grouting vibration isolation pipes 5 can strengthen lining rigidity of the primary support 4 and the secondary lining 6 of the front hole 1.
As shown in fig. 2 and 3, in the step S2, each vibration isolation tube 5 is fixed to the inner side of the preceding hole 1 by a plurality of L-shaped reinforcing bars 16 distributed along the front-back direction, and then concrete is sprayed on the outer side walls of the plurality of vibration isolation tubes 5 until the plurality of vibration isolation tubes 5 are embedded in the concrete, and at this time, the inner parts of the vibration isolation tubes 5 are in an un-grouted state.
The L-shaped steel bars 16 can provide a supporting and stabilizing effect for the vibration isolation pipe 5, and after the construction of the prior hole secondary lining 6 is completed, the L-shaped steel bars 16 are buried in concrete, so that lining rigidity of the prior hole primary support 4 and the prior hole secondary lining 6 in the prior hole 1 is further enhanced.
As shown in fig. 4 and 5, in the step S2, the included angle between each vibration isolation tube 5 and the longitudinal axis of the preceding hole 1 is 3 ° to 5 °, and the level of one end of the vibration isolation tube 5 communicating with the slurry inlet tube 7 is lower than the level of one end of the vibration isolation tube 5 communicating with the slurry outlet tube 8, so that cement slurry can be filled layer by layer from low to high.
In step S9, when cement slurry is poured into the slurry inlet pipe 7, the cement slurry can flow from a low position to a high position along the inside of each vibration isolation pipe 5 under the pressure of the slurry pumping device, when the lowest vibration isolation pipe 5 is filled with the cement slurry, each vibration isolation pipe 5 is in a state of being communicated with each other, the cement slurry can flow into the upper vibration isolation pipe 5 layer by layer until the uppermost vibration isolation pipe 5 is filled, and excessive cement slurry overflows from the pipe orifice of the slurry outlet pipe 8, the overflowed cement slurry can be recycled through a hose I18 communicated with the slurry outlet pipe 8, the slurry outlet pipe 8 can not only detect whether the vibration isolation pipes 5 are filled with the cement slurry, but also can recycle the excessive overflowed cement slurry, the dual-purpose and synchronous grouting of multiple vibration isolation pipes 5 is realized, and grouting time is saved.
In the step S3, the number of the vibration damping holes is two rows distributed along the left and right direction, and the plurality of vibration damping holes are distributed in a quincuncial shape.
In the step S5, the step S6 and the step S7, the machine is a breaking hammer; the grouting equipment is a grouting pump.
As shown in fig. 3, the right end of the transverse straight portion of the L-shaped steel bar 16 is fixedly embedded in the primary support 4 of the preceding hole, and the vibration isolation tube 5 is arranged between the left end of the transverse straight portion of the L-shaped steel bar 16 and the vertical portion of the L-shaped steel bar 16, so as to provide a supporting and stabilizing effect for the vibration isolation tube 5.
A multitube synchronous grouting device is applied to an ultra-small clear distance tunnel subsection differential blasting vibration reduction and isolation construction method, and comprises the steps that a plurality of longitudinally arranged vibration isolation pipes 5 distributed along the upper and lower directions are buried on the side wall of a leading hole 1 close to a middle rock column 3, one end of each vibration isolation pipe 5 is communicated with a slurry inlet pipe 7 together, and the other end of each vibration isolation pipe is communicated with a slurry outlet pipe 8 together; the included angle between each vibration isolation tube 5 and the longitudinal axis of the advance hole 1 is 3-5 degrees, and the horizontal height of one end of the vibration isolation tube 5 communicated with the slurry inlet tube 7 is lower than the horizontal height of one end of the vibration isolation tube 5 communicated with the slurry outlet tube 8.
The device can synchronously grouting in a disposable multi-pipe manner, cement slurry is filled into each layer of vibration isolation pipes 5 from bottom to top in sequence, the vibration isolation pipes 5 are in a communicated state, and the cement slurry in the upper layer of vibration isolation pipes 5 can flow back into the lower layer of non-filled vibration isolation pipes 5 under the inclination action of an included angle during grouting, so that the compactness of the cement slurry is ensured, and the grouting efficiency is greatly improved; when the cement slurry fills each vibration isolation pipe 5, the redundant cement slurry overflows from the slurry outlet pipe 8, and after the operator observes that the slurry outlet pipe 8 overflows, the grouting in each vibration isolation pipe 5 can be judged to be finished, so that dual functions of grouting and inspection are realized.
As shown in fig. 3, each vibration isolation tube 5 is fixed on the inner side of the advance hole 1 through a plurality of L-shaped steel bars 16 distributed along the front and back direction, the right end of the transverse straight part of the L-shaped steel bar 16 is fixedly embedded in the advance hole primary support 4, and the vibration isolation tube 5 is arranged between the left end of the transverse straight part of the L-shaped steel bar 16 and the vertical part of the L-shaped steel bar 16. In the specific implementation process, the arrangement modes of the vibration isolation pipes 5 include, but are not limited to, side-by-side arrangement, and the arrangement modes can be set according to the section shape of the actual advanced hole secondary lining 6; and the number of the vibration isolation pipes 5 can be determined according to practical situations.
The L-shaped steel bar 16 is made of steel bars with specification model HRB300 and diameter of 20 mm.
In the description of the present invention, it should be understood that the orientation or positional relationship indicated is based on the orientation or positional relationship shown in the drawings, and is merely for convenience in describing the present invention and simplifying the description, and does not indicate or imply that the apparatus or element referred to must have a specific orientation, be configured and operated in a specific orientation, and thus should not be construed as limiting the present invention.
Although embodiments of the present invention have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made therein without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (6)
1. A construction method for ultra-small clear distance tunnel subsection differential blasting vibration reduction and isolation comprises a leading hole (1), a trailing hole (2) and a middle rock column (3) positioned between the leading hole and the trailing hole; the method is characterized in that: the method comprises the following steps:
step S1: constructing a pilot hole (1), wherein in the construction process of the pilot hole (1), the inner side of the pilot hole (1) is closely followed by the construction of a pilot hole primary support (4);
step S2: embedding a plurality of vibration isolation pipes (5) which are longitudinally arranged and distributed along the upper and lower direction on the side wall of the preceding hole (1) close to the middle rock column (3), and carrying out construction of a preceding hole secondary lining (6) on the inner side of the preceding hole (1) after the embedding of the vibration isolation pipes (5) is completed until the preceding hole (1) is out of the hole; one end of each vibration isolation pipe (5) is communicated with a pulp inlet pipe (7) together, and the other end is communicated with a pulp outlet pipe (8) together;
step S3: drilling a plurality of vibration reduction holes on the face of the back hole (2) so that the vibration reduction holes form a vibration reduction hole group belt (9) which is arranged in an arc shape from the top end of the face of the back hole (2) to the bottom end of the face of the back hole (2); dividing the face of the backward hole (2) into an excavation area close to the middle rock column (3) and a blasting area far away from the middle rock column (3) along the vibration reduction hole group belt (9);
step S4: dividing the blasting area into an upper step blasting area (10), a middle step blasting area (12) and a lower step blasting area (14) along the upper and lower directions; dividing the excavation region into an upper step excavation region (11), a middle step excavation region (13) and a lower step excavation region (15) along the upper and lower directions;
step S5: blasting an upper step blasting area (10) by adopting a water drilling method and a blasting method, excavating an upper step excavation area (11) by adopting a machine, and then performing primary support of the upper step;
step S6: blasting a middle step blasting area (12) by adopting a blasting method, excavating a middle step excavation area (13) by adopting a mechanical excavation method, and then constructing a middle step primary support;
step S7: blasting a lower step blasting area (14) by adopting a blasting method, excavating a lower step excavation area (15) by adopting machinery, and then constructing a lower step support; finally, integrally molding a second lining of the rear row hole;
step S8: repeating the step S3 to the step S7 until the construction of the ultra-small clear distance section of the backward hole (2) is finished;
step S9: grouting cement slurry into the slurry inlet pipe (7) by using slurry pumping equipment until the excessive cement slurry overflows from the pipe orifice of the slurry outlet pipe (8); and after the cement slurry is initially set, the slurry inlet pipe (7) and the slurry outlet pipe (8) are disassembled.
2. The ultra-small clear distance tunnel subsection differential blasting vibration reduction and isolation construction method is characterized by comprising the following steps of: in the step S2, each vibration isolation tube (5) is fixed on the inner side of the preceding hole (1) through a plurality of L-shaped steel bars (16) distributed along the front and back, and then concrete is sprayed on the outer side walls of the plurality of vibration isolation tubes (5) until the plurality of vibration isolation tubes (5) are buried in the concrete, and at the moment, the inside of each vibration isolation tube (5) is in an unglued state.
3. The ultra-small clear distance tunnel subsection differential blasting vibration reduction and isolation construction method is characterized by comprising the following steps of: in the step S2, the included angle between each vibration isolation pipe (5) and the longitudinal axis of the advance hole (1) is 3-5 degrees, and the horizontal height of one end of the vibration isolation pipe (5) communicated with the slurry inlet pipe (7) is lower than that of one end of the vibration isolation pipe (5) communicated with the slurry outlet pipe (8), so that cement slurry can be filled layer by layer from low to high.
4. The ultra-small clear distance tunnel subsection differential blasting vibration reduction and isolation construction method is characterized by comprising the following steps of: in the step S3, the vibration damping holes are distributed in two rows along the left and right directions, and the vibration damping holes are distributed in a quincuncial shape.
5. The ultra-small clear distance tunnel subsection differential blasting vibration reduction and isolation construction method is characterized by comprising the following steps of: in the step S5, the step S6 and the step S7, the machine is a breaking hammer; the grouting equipment is a grouting pump.
6. The ultra-small clear distance tunnel subsection differential blasting vibration reduction and isolation construction method is characterized by comprising the following steps of: in the step S2, the right end of the transverse straight portion of the L-shaped steel bar (16) is fixedly embedded in the primary support (4) of the advance hole, and the vibration isolation tube (5) is arranged between the left end of the transverse straight portion of the L-shaped steel bar (16) and the vertical portion of the L-shaped steel bar (16) to provide a supporting and stabilizing effect for the vibration isolation tube (5).
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