CN107420104A - The horizontal prebored hole static blasting excavation construction method of shallow tunnel super-large diameter - Google Patents
The horizontal prebored hole static blasting excavation construction method of shallow tunnel super-large diameter Download PDFInfo
- Publication number
- CN107420104A CN107420104A CN201710434548.0A CN201710434548A CN107420104A CN 107420104 A CN107420104 A CN 107420104A CN 201710434548 A CN201710434548 A CN 201710434548A CN 107420104 A CN107420104 A CN 107420104A
- Authority
- CN
- China
- Prior art keywords
- areas
- hole
- construction
- drilling
- tunnel
- 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
- 238000010276 construction Methods 0.000 title claims abstract description 87
- 230000003068 static effect Effects 0.000 title claims abstract description 44
- 238000005422 blasting Methods 0.000 title claims abstract description 43
- 238000009412 basement excavation Methods 0.000 title claims abstract description 31
- 239000011435 rock Substances 0.000 claims abstract description 35
- 238000000034 method Methods 0.000 claims abstract description 28
- 238000002360 preparation method Methods 0.000 claims abstract description 5
- 239000000843 powder Substances 0.000 claims description 67
- 238000005553 drilling Methods 0.000 claims description 60
- 239000003814 drug Substances 0.000 claims description 37
- 238000004880 explosion Methods 0.000 claims description 28
- 230000035484 reaction time Effects 0.000 claims description 21
- 238000012544 monitoring process Methods 0.000 claims description 16
- 230000008093 supporting effect Effects 0.000 claims description 10
- 238000007569 slipcasting Methods 0.000 claims description 8
- 238000005259 measurement Methods 0.000 claims description 7
- 229910000831 Steel Inorganic materials 0.000 claims description 6
- 238000013461 design Methods 0.000 claims description 6
- 238000009826 distribution Methods 0.000 claims description 6
- 239000010959 steel Substances 0.000 claims description 6
- 238000004140 cleaning Methods 0.000 claims description 5
- 238000012545 processing Methods 0.000 claims description 4
- 230000002159 abnormal effect Effects 0.000 claims description 3
- 230000000694 effects Effects 0.000 abstract description 10
- 239000000428 dust Substances 0.000 abstract description 3
- 230000009467 reduction Effects 0.000 abstract description 3
- 238000004904 shortening Methods 0.000 abstract description 3
- 230000009286 beneficial effect Effects 0.000 abstract description 2
- 239000004744 fabric Substances 0.000 abstract description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 8
- 238000005457 optimization Methods 0.000 description 7
- 239000003795 chemical substances by application Substances 0.000 description 4
- 239000011440 grout Substances 0.000 description 4
- 238000005520 cutting process Methods 0.000 description 3
- 239000003112 inhibitor Substances 0.000 description 3
- 238000002156 mixing Methods 0.000 description 3
- 230000008569 process Effects 0.000 description 3
- 238000004080 punching Methods 0.000 description 3
- 230000005641 tunneling Effects 0.000 description 3
- 238000013459 approach Methods 0.000 description 2
- 239000004567 concrete Substances 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 229940079593 drug Drugs 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000011049 filling Methods 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 230000035515 penetration Effects 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 239000007921 spray Substances 0.000 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 description 1
- 101100136092 Drosophila melanogaster peng gene Proteins 0.000 description 1
- 240000007594 Oryza sativa Species 0.000 description 1
- 235000007164 Oryza sativa Nutrition 0.000 description 1
- 206010057071 Rectal tenesmus Diseases 0.000 description 1
- 206010053615 Thermal burn Diseases 0.000 description 1
- 238000009825 accumulation Methods 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000005587 bubbling Effects 0.000 description 1
- 239000013043 chemical agent Substances 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 239000012141 concentrate Substances 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 238000005034 decoration Methods 0.000 description 1
- 230000002950 deficient Effects 0.000 description 1
- 235000021186 dishes Nutrition 0.000 description 1
- 238000007654 immersion Methods 0.000 description 1
- 238000011900 installation process Methods 0.000 description 1
- 238000011068 loading method Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 238000010926 purge Methods 0.000 description 1
- 230000004044 response Effects 0.000 description 1
- 235000009566 rice Nutrition 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000007493 shaping process Methods 0.000 description 1
- 239000011378 shotcrete Substances 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 238000003892 spreading Methods 0.000 description 1
- 230000007480 spreading Effects 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 230000002459 sustained effect Effects 0.000 description 1
- 230000008961 swelling Effects 0.000 description 1
- 230000001360 synchronised effect Effects 0.000 description 1
- 208000012271 tenesmus Diseases 0.000 description 1
Classifications
-
- 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
-
- 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
- E21D9/10—Making by using boring or cutting machines
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Environmental & Geological Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Earth Drilling (AREA)
Abstract
The invention discloses the horizontal prebored hole static blasting excavation construction method of shallow tunnel super-large diameter, following construction procedure is specifically included：Preparation of construction, surveying setting-out；Barrel vault advanced support is constructed in hole；Horizontal prebored hole；Static blasting is excavated.The beneficial effects of the invention are as follows：The present invention can be effectively increased country rock static blasting free face, rock crusher efficiency high；It can effectively avoid blasting vibration, reduce country rock disturbance, it is good to earth's surface Deformation control effect so that fabric structure and safe to use；Dust and noise pollution in effective reduction hole, it is green；The effective shortening construction periods improve construction speed；It is effective to reduce out break.
Description
Technical field
The present invention relates to shallow soft stratum technical field, is the horizontal prebored hole of shallow tunnel super-large diameter specifically
Static blasting excavation construction method.
Background technology
The general buried depth in urban track traffic tunnel is shallower and accident environment is complicated, when Tunnel Passing ground is built（Structure）Build thing
When, scientific and reasonable excavation method is used to reduce country rock disturbance, control earth's surface deformation, to ensuring that overlying is built（Structure）Build thing structure
Safety and safety for tunnel engineering are particularly critical.
New Austrian Tunneling Method be it is theoretical using rock mass mechanics, using safeguard and using country rock self-bearing ability as basic point, using anchor pole and
Gunite concrete is main supporting means, timely carries out supporting, controls the deformation and relaxation of country rock, country rock is turned into prop
The part of system, and constructed by the measurement to country rock and supporting, monitoring to instruct constructing tunnel and underground engineering design
Method and principle.
New Austrian Tunneling Method is on the premise of using country rock in itself possessed carrying efficiency, using millisecond blasting and photoface exploision
Technology, full-face excavation is carried out, and to form inside and outside combined type two layers of lining cutting to build the barrel in tunnel, i.e., to spray coagulation
Soil, anchor pole, bar-mat reinforcement, bracing members etc. are outer layer support form, and referred to as first flexible support, tying up to tunnel cutting must stand afterwards
The support work carried out.Because the crustal stress contained in massif produces reallocation due to excavating cavitation, tunnel space leans on
Cavity effect and be maintained stabilization, that is to say, that carry the mainly country rock body of crustal stress in itself, and use first spray anchor soft
Property supporting effect, be the country rock body bearing capacity of itself is played to greatest extent, second of lining cutting be mainly peace
Full deposit and decoration effect.
The content of the invention
It is an object of the invention to provide the horizontal prebored hole static blasting excavation construction method of shallow tunnel super-large diameter, energy
Enough it is effectively increased country rock static blasting free face, rock crusher efficiency high；Blasting vibration can be effectively avoided, country rock is reduced and disturbs
It is dynamic, it is good to earth's surface Deformation control effect so that fabric structure and safe to use；It is effective to reduce dust and noise dirt in hole
Dye, it is green；The effective shortening construction periods improve construction speed.
The present invention is achieved through the following technical solutions：The present embodiment does further optimization on the basis of above-described embodiment,
As shown in figure 1, the horizontal prebored hole static blasting excavation construction method of shallow tunnel super-large diameter, specifically includes following construction step
Suddenly：
Step S1：Preparation of construction, surveying setting-out；
Step S2：Barrel vault advanced support is constructed in hole；
Step S3：Horizontal prebored hole；Specifically include following construction procedure：
Step S31：Determine a drilling depth；
Step S32：Carry out the control of hole position axis；
Step S33：From large aperture professional standards rig pore-forming, core records are carried out；
Step S4：Static blasting is excavated；Specifically include following construction procedure：
Step S41：Small free face top heading excavates；The small sky top heading that faces includes upper left base tunnel and upper right base tunnel；It is described small
Free face top heading excavate, in particular to：
Upper left base tunnel and upper right base tunnel are carried out first, using advance borehole as upper left base tunnel and upper right base tunnel static blasting free face
Use, top heading static state blast hole eye of constructing, powder charge, explosion and crushing operation are carried out after the completion of construction；
Step S42：Big free face top heading excavates；Specifically refer to：
When upper left base tunnel and the supporting of upper right excavation with guide pit are completed, carrying out big free face top heading by two side-wall pilot tunnel construction opens
Dig, arrangement drilling, powder charge is carried out after the completion of drilling；Explosion and crushing operation are carried out after the completion of powder charge；
Step S43：In lower excavation with guide pit；Specifically refer to：
After the completion of top heading construction, in lower base tunnel construction take vertical drilling, static presplitting；Arrangement drilling, after the completion of drilling
Carry out powder charge；Explosion and crushing operation are carried out after the completion of powder charge.
Operation principle：The present invention uses New Austrian Tunneling Method principle, gives full play to bearing capacity of the wall rock, reduces country rock disturbance damage,
Effective deformation controlling for rock surrounding gateways；It is effective to increase static blasting free face using super-large diameter horizontal drilling, greatly improve country rock
Crushing efficiency, and provide geologic basis for subsequent construction；Using static blasting, using expanding attrition crushing caused by chemical agent
Country rock, effectively avoid blasting vibration small to the disturbance damage of country rock, surrouding rock deformation and subsidence value；Matched somebody with somebody using static blasting
Mechanical Crushing, finishing are closed, tunnel excavation profile is smoother, excavation face is smooth, effective to reduce country rock out break；Using being superimposed in hole
Pipe canopy leading pre-supporting and double -side approach partial excavation, super deficient support system rigidity is improved, effectively become space-time effect using country rock
Should, deformation controlling for rock surrounding gateways, reduce ground settlement.
Further, in order to preferably realize the present invention, the step S2 specifically includes following construction procedure：
Step S21：Drill hole of drilling machine；The drilling uses first low speed low pressure, and drilling speed and blast are gradually adjusted according to geological condition, bores
Hole speed remains a constant speed；
Step S22：Drilling finishes, borehole cleaning and jacking steel pipe；
Step S23：Slip casting in hole；
Step S24：After pipe roof construction, preliminary bracing is carried out；Pipe canopy end is attached with first branch bow member.
Further, in order to preferably realize the present invention, the upper left base tunnel includes A areas, B areas, C areas, D areas and E areas；
The advance borehole position is that A areas, B areas, C areas and D areas are from the close-by examples to those far off vertically arranged centered on A areas, the E areas
It is configured along the edge of upper left base tunnel；According to said structure, the order of powder charge, the explosion of upper left base tunnel in the step S41
It is followed successively by A areas, B areas, C areas, D areas, E areas；Powder charge, explosion of the order of powder charge, the explosion of the upper right base tunnel with upper left base tunnel
Sequence consensus.
Further, in order to preferably realize the present invention, the big free face top heading includes I areas, II areas and III
Area, the center line of the II areas, I areas along big free face top heading from the close-by examples to those far off set III areas along big free face top heading edge
It is configured；According to said structure, powder charge, the order of explosion are followed successively by II areas, I areas, III areas in the step S42.
Further, in order to preferably realize the present invention, upper left base tunnel and upper right base tunnel in the step S41 are broken to be made
Industry, in particular to：Substep subregion presplitting is taken to crush, broken order is followed from bottom to top, by free face direction charge structure behaviour
Make；The first step medicament reaction time is 15min, and second step, the 4th step, the 5th step medicament reaction time are 20min, the 3rd step medicine
The agent reaction time is in 30-40min.
Further, in order to preferably realize the present invention, big free face top heading crushing operation, tool in the step S42
Body refers to：According to distribution subregion powder charge presplitting, inwardly crushed successively by free face, the medicament reaction time 15-25min with
It is interior.
Further, in order to preferably realize the present invention, in the step S43 in lower base tunnel crushing operation, be specifically
Refer to：Every drilling depth subregion concentrated charge presplitting is taken, the medicament reaction time determines according to hole count, powder charge number.
Further, in order to preferably realize the present invention, after the step S4, in addition to following construction procedure：
Step S5：Machine is broken and dregs is transported outward；
Step S6：Preliminary bracing and gib；
Step S7：Two lining constructions.
Further, in order to preferably realize the present invention, monitoring measurement is carried out in step S2- step S6 work progress；
Specifically refer to：
Lay earth's surface and building deformation monitoring point in advance, the deformation monitoring of country rock should bury in time according to related specifications requirement in hole
If measuring point, and carry out field monitoring by assigned frequency；
Monitoring and measurement data, feedback guidance design and construction are made full use of, the data abnormal to deflection, rate of deformation will be in time
Analyzing and processing.
The present invention compared with prior art, has advantages below and beneficial effect：
（1）The present invention can be effectively increased country rock static blasting free face, rock crusher efficiency high；
（2）The present invention can effectively avoid blasting vibration, reduce country rock disturbance, good to earth's surface Deformation control effect so as to build
Build thing structure and safe to use；
（3）Dust and noise pollution in effective reduction hole of the invention, it is green；
（4）The effective shortening construction periods of the invention improve construction speed；
（5）Effective reduction out break of the invention.
Brief description of the drawings
Fig. 1 is the construction process figure of the present invention；
Fig. 2 is the positive facade subregion schematic diagram of upper left base tunnel in the present invention；
Fig. 3 is the positive facade subregion schematic diagram of big free face top heading in the present invention.
Embodiment
Embodiments of the invention are described below in detail, the example of the embodiment is shown in the drawings, wherein from beginning to end
Same or similar label represents same or similar element or the element with same or like function.Below with reference to attached
The embodiment of figure description is exemplary, it is intended to for explaining the present invention, and is not considered as limiting the invention.
In the description of the invention, it is to be understood that term " " center ", " longitudinal direction ", " transverse direction ", " length ", " width ",
" thickness ", " on ", " under ", "front", "rear", "left", "right", " vertical ", " level ", " top ", " bottom " " interior ", " outer ", " up time
The orientation or position relationship of the instruction such as pin ", " counterclockwise " are based on orientation shown in the drawings or position relationship, are for only for ease of
Description is of the invention to be described with simplified, rather than the device or element of instruction or hint meaning must be with specific orientation, Yi Te
Fixed azimuth configuration and operation, therefore be not considered as limiting the invention.
In the present invention, unless otherwise clearly defined and limited, term " installation ", " connected ", " connection ", " fixation " etc.
Term should be interpreted broadly, for example, it may be being fixedly connected or being detachably connected, or be integrally connected；It can be machine
Tool connects or electrical connection；Can be joined directly together, can also be indirectly connected by intermediary, can be two members
Connection inside part.For the ordinary skill in the art, above-mentioned term can be understood in this hair as the case may be
Concrete meaning in bright.
The present invention is described in further detail with reference to embodiment, but the implementation of the present invention is not limited to this.
Embodiment 1：
The present embodiment does further optimization on the basis of above-described embodiment, as shown in figure 1, shallow tunnel super-large diameter is horizontal pre-
Drill static blasting excavation construction method, specifically includes following construction procedure：
Step S1：Preparation of construction, surveying setting-out.
Step S2：Barrel vault advanced support is constructed in hole.
Step S3：Horizontal prebored hole.Specifically include following construction procedure：
Step S31：According to actual situations of construction, a drilling depth is determined.According to actual situations of construction, it is determined that once drilling is deep
Degree, ensure safe construction.
Step S32：Carry out the control of hole position axis.When face pulls out of hole, raised up drilling rod according to drilling depth, while in hole
Every a segment distance set locating ring, with prevent from creeping into it is too deep cause drilling drop.
Step S33：From large aperture professional standards rig pore-forming, core records are carried out.Bored from large aperture professional standards
Machine pore-forming, increase static blasting free face, strengthen static blasting effect, while foundation is provided for advance geologic prediction.
Step S4：Static blasting is excavated.Tunnel is excavated using two side-wall pilot tunnel static blasting, and first choice is according to country rock physics
Mechanics parameter, geologic feature, excavated section etc. design static blasting parameter.Including aperture, pitch-row, hole depth, the broken order of powder charge
Deng then carrying out bore operation according to double -side approach branch piecemeal excavating sequences, finally carry out powder charge and crushing operation.
The step S4, specifically includes following construction procedure：
Step S41：Small free face top heading excavates.The small sky top heading that faces includes upper left base tunnel and upper right base tunnel.It is described small
Free face top heading excavate, in particular to：
Upper left base tunnel and upper right base tunnel are carried out first, using advance borehole as upper left base tunnel and upper right base tunnel static blasting free face
Use, top heading static state blast hole eye of constructing, powder charge, explosion and crushing operation are carried out after the completion of construction.
Step S42：Big free face top heading excavates.Specifically refer to：
When upper left base tunnel and the supporting of upper right excavation with guide pit are completed, carrying out big free face top heading by two side-wall pilot tunnel construction opens
Dig, arrangement drilling, powder charge is carried out after the completion of drilling.The order of the powder charge is to be entered by two lateral middle parts of big free face top heading
Luggage medicine.Explosion and crushing operation are carried out after the completion of powder charge.
Step S43：In lower excavation with guide pit.Specifically refer to：
After the completion of top heading construction, in lower base tunnel construction take vertical drilling, static presplitting.Arrangement drilling, after the completion of drilling
Carry out powder charge.Explosion and crushing operation are carried out after the completion of powder charge.
The other parts of the present embodiment are same as the previously described embodiments, therefore repeat no more.
Embodiment 2：
The present embodiment does further optimization on the basis of above-described embodiment, as shown in figure 1, the step S2 specifically include it is following
Construction procedure：
Step S21：Drill hole of drilling machine.The drilling uses first low speed low pressure, and drilling speed and blast are gradually adjusted according to geological condition, bores
Hole speed remains a constant speed.
Step S22：Drilling finishes, borehole cleaning and jacking steel pipe.
Step S23：Slip casting in hole.
Step S24：After pipe roof construction, preliminary bracing is carried out.Pipe canopy end is attached with first branch bow member.
It should be noted that：The step S2 specifically includes following construction procedure：
The drilling direction of limb and drilling rod outside strict control conduit, prevents conduit from stretching into the construction of next endless tube canopy.
After rig spuds in, first low speed low pressure, after pore-forming reaches certain depth, gradually adjusted according to geological condition drilling speed and
Blast.Penetration rate should remain a constant speed, and when particularly drill bit runs into folder mud burning into sand layer, answer keyhole speed, avoid pressing from both sides
Bore phenomenon.
Drilling finishes and after borehole cleaning, timely jacking steel pipe.Steel pipe presses design requirement processing and fabricating, in-site installation shaping.Steel
Pipe spreading is connected using 95mm inner sleeves, while notices that same section joint staggers in installation process.
Using interval continuous grouting, place is discontented with slip casting because of grout cures, places every hole grout leaking for slip casting.There is grout leaking
When, to string hole close, treat that slurries placing finishes, not outward spillage when, injected hole is closed, to grout leaking hole carry out two
Secondary reinforcement slip casting, ensure that slip casting is closely knit.
After the completion of pipe roof construction, the construction such as preliminary bracing of following up in time, pipe canopy end and first branch bow member etc. are effectively connected formation
Stable pressure-bearing is overall, ensures supporting intensity.
The other parts of the present embodiment are same as the previously described embodiments, therefore repeat no more.
Embodiment 3：
The present embodiment does further optimization on the basis of above-described embodiment, as shown in Fig. 2 the upper left base tunnel includes A areas, B
Area, C areas, D areas and E areas.The advance borehole position be A areas, B areas, C areas and D areas centered on A areas by near and
Remote vertically arranged, edge of the E areas along upper left base tunnel is configured.According to said structure, upper left base tunnel in the step S41
Powder charge, the order of explosion be followed successively by A areas, B areas, C areas, D areas, E areas；The order of powder charge, the explosion of the upper right base tunnel and a left side
The powder charge of top heading, blasting sequence are consistent.
It should be noted that：As shown in figure 1, it is described exceed the time limit before drilling upper left base tunnel central part.The A areas are around super
Preceding drilling.The B areas are distributed up and down along A areas, and the C areas are distributed along B areas or so, and the D areas are distributed in one of C areas away from B areas
Side.The E areas are on the top in B areas, C areas and D areas.
The order of powder charge, the explosion of upper left base tunnel in the step S41, enters luggage by the A areas of super full borehole circumference first
Medicine, the powder charge in B areas is carried out again, the order of B areas powder charge to the side away from advance borehole close to drilling from carrying out powder charge, in B
C area's powder charges are carried out after the completion of area's powder charge, C areas sequence of loading principle to the side away from advance borehole close to drilling from entering luggage
Medicine, D area's powder charges are then carried out, powder charge is carried out by the direction that C areas are laterally away from close to the one of C areas, finally carries out E area's powder charges, it is excellent
The E areas of choosing mainly include two artillery salvo holes.
The other parts of the present embodiment are same as the previously described embodiments, therefore repeat no more.
Embodiment 4：
The present embodiment does further optimization on the basis of above-described embodiment, as shown in figure 3, the big free face top heading includes
I areas, II areas and III areas, the center line of the II areas, I areas along big free face top heading from the close-by examples to those far off set III areas along facing greatly
Empty face top heading edge is configured.According to said structure, powder charge, the order of explosion are followed successively by II areas, I in the step S42
Area, III areas.
It should be noted that：As shown in figure 1, the big free face top heading is divided into two parts by center line, this two
Distribution includes I areas and II areas, and the II areas are positioned close to the side of center line, and the I areas are arranged on II areas away from center
The side of line, the III areas are arranged on the top in I areas and II areas.
III areas mainly include two artillery salvo holes.Big free face top heading powder charge, the order of explosion are by big free face top heading
Center line carries out powder charge to big free face top heading both sides, finally carries out the powder charge in III areas.
The other parts of the present embodiment are same as the previously described embodiments, therefore repeat no more.
Embodiment 5：
The present embodiment does further optimization on the basis of above-described embodiment, as shown in figure 1, the upper left in the step S41 is led
Hole and upper right base tunnel crushing operation, in particular to：Substep subregion presplitting is taken to crush, broken order is followed from bottom to top, by facing
The charge structure operation of empty face direction.The first step medicament reaction time is 15min, when second step, the 4th step, the 5th step medicament react
Between be 20min, the 3rd step medicament reaction time is in 30-40min.
In the step S42 big free face top heading crushing operation, in particular to：According to distribution subregion powder charge presplitting, by
Free face inwardly crushes successively, and the medicament reaction time is within 15-25min.
The other parts of the present embodiment are same as the previously described embodiments, therefore repeat no more.
Embodiment 6：
The present embodiment does further optimization on the basis of above-described embodiment, as shown in figure 1, being led under in the step S43
Cheat crushing operation, in particular to：Every drilling depth subregion concentrated charge presplitting is taken, the medicament reaction time is according to hole count, powder charge number
It is determined that.
The other parts of the present embodiment are same as the previously described embodiments, therefore repeat no more.
Embodiment 7：
According to embodiment 3- embodiments 5, during construction and excavation, when carrying out bore operation, bore diameter and crushing effect
There is direct relation, drilling is too small, is unfavorable for medicament and gives full play to effect.Drill excessive, easy punching.Remaining water and ash slag in drilling
Clean using high-pressure blast purging, clean five native rock ballasts are answered on side of eating dishes without rice or wine.
When carrying out charging：Follow from bottom to top, by the principle operation of free face direction powder charge.
Horizontal powder charge：First with the height long fibered paper more smaller than bore diameter it is packed enter medicament, by an operation circulation institute
The powder stick quantity needed, be placed in Peng and pour into clean water and be completely soaked, 50 seconds or so powder sticks are sufficiently humidified so as to, completely not bubbling when,
Take out powder stick since bottom hole one by one to load and disclose tightly, closely knit is loaded into aperture, that is, concentrates immersion, full penetration, fill one by one
Enter, consolidate respectively.
Vertical powder charge：Poured into after medicament is stirred with vessel or directly in hole, aperture periphery there must not be finger stone accumulation, prevent
Only punching is hurted sb.'s feelings.
Each filling group is getting it filled plus water, is mixing and stirring, should keep synchronous in pouring process, can allow medicament in each hole
Maximum swelling pressure is basic to be kept for the same period occur, and is advantageous to the broken of rock.
In pouring process, the medicament to chemically react is had begun to（Performance starts to steam scalds one's hand with temperature）Do not allow to fill
Enter in hole.
Dose is mixed every time no more than the workload that can actually complete, and water is added to filling end, this mistake from medicament
The no more than ten minutes time of journey, otherwise easy punching.
When carrying out crushing operation：
Upper left base tunnel and upper right base tunnel take substep subregion presplitting to crush, and broken order is followed from bottom to top, by free face direction
Charge structure operates.The first step medicament reaction time is adjusted to 15min, and second step, the 4th step, the 5th step medicament reaction time adjust
Whole is 20min, and the 3rd step medicament reaction time forbade the people that stands with the 30-40min powder charge aperture directions that are advisable.
After the completion of left and right top heading excavates, bracket groove or so just forms big free face, according to distribution subregion powder charge presplitting, by facing
Empty face is inwardly crushed successively, and the medicament reaction time is advisable with 15-25min.
In the broken construction of lower base tunnel, take every drilling depth subregion concentrated charge presplitting, the medicament reaction time is according to hole count, powder charge
Number etc. determines.
Broken constructing operation personnel should be by the way of group, and reasonable distribution often circulates responsibility hole count.
After rock extruding cracking, medicament sustained response can be supported into crack plus water, effect is more preferable.
After determining medicament reaction completely, from being applicable section requirement and with the digging machine of hydraulic crushing head, carry out Mechanical Crushing,
Staff on duty is arranged during construction, forbids cross-operation, prevents rock failure from hurting sb.'s feelings.
Embodiment 8：
According to embodiment 5- embodiments 6, when being controlled when carrying out medicament reaction, it should be noted that it is following some：
（1）, medicament reaction time control mode agent/inhibitor two ways is typically inspired using temperature control and addition；
（2）, summer construction when, typically using add inhibitor by the way of, being put into of inhibitor is soaked medicament and mixed in water；Add
Measure the 0.5%-0.6% for mixing water；Temperature is higher, and addition is fewer, on the contrary then few.
（3）, winter temperature it is relatively low, the medicament reaction time can accordingly extend, and be made troubles to construction, and general solution is
Addition inspires agent and coolant-temperature gage is mixed and stirred in raising；Inspire agent to add excessively, medicament expansive force can be reduced；Mixing water is according to actual appropriate
Improve, not more than 40 °.
The other parts of the present embodiment are same as the previously described embodiments, therefore repeat no more.
Embodiment 9：
The horizontal prebored hole static blasting excavation construction method of shallow tunnel super-large diameter, it is characterised in that：Specifically include following apply
Work step is rapid：
Step S1：Preparation of construction, surveying setting-out.
Step S2：Barrel vault advanced support is constructed in hole.Specifically include following construction procedure：
Step S21：Drill hole of drilling machine.The drilling uses first low speed low pressure, and drilling speed and blast are gradually adjusted according to geological condition, bores
Hole speed remains a constant speed.
Step S22：Drilling finishes, borehole cleaning and jacking steel pipe.
Step S23：Slip casting in hole.
Step S24：After pipe roof construction, preliminary bracing is carried out.Pipe canopy end is attached with first branch bow member.
Step S3：Horizontal prebored hole.Specifically include following construction procedure：
Step S31：According to actual situations of construction, a drilling depth is determined.
Step S32：Carry out the control of hole position axis.Inspecting hole tenesmus, off normal are prevented using addition locating ring.
Step S33：From large aperture professional standards rig pore-forming, core records are carried out.
Step S4：Static blasting is excavated.Specifically include following construction procedure：
Step S41：Small free face top heading excavates.The small sky top heading that faces includes upper left base tunnel and upper right base tunnel.
The small free face top heading excavate, in particular to：
Upper left base tunnel and upper right base tunnel are carried out first, using advance borehole as upper left base tunnel and upper right base tunnel static blasting free face
Use, top heading static state blast hole eye of constructing, powder charge, explosion and crushing operation are carried out after the completion of construction.
The upper left base tunnel includes A areas, B areas, C areas, D areas and E areas.It is described exceed the time limit before drilling at the center of upper left base tunnel
Portion.The advance borehole position is that A areas, B areas, C areas and D areas are from the close-by examples to those far off vertically arranged centered on A areas, the E
Edge of the area along upper left base tunnel is configured.According to said structure, the powder charge, the order of explosion be followed successively by A areas, B areas, C areas,
D areas, E areas.The upper right base tunnel powder charge, explosion and upper left base tunnel powder charge, explosion it is consistent.
Step S42：Big free face top heading excavates.The big free face top heading includes I areas, II areas and III areas, institute
Stating the center line of II areas, I areas along big free face top heading from the close-by examples to those far off sets III areas to be set along big free face top heading edge
Put.According to said structure, powder charge, the order of explosion are followed successively by II areas, I areas, III areas in the step S42.
Big free face top heading excavates.Specifically refer to：
When upper left base tunnel and the supporting of upper right excavation with guide pit are completed, carrying out big free face top heading by two side-wall pilot tunnel construction opens
Dig, arrangement drilling, powder charge is carried out after the completion of drilling.The order of the powder charge is to be entered by two lateral middle parts of big free face top heading
Luggage medicine.Explosion and crushing operation are carried out after the completion of powder charge.
Step S43：In lower excavation with guide pit.Specifically refer to：
After the completion of top heading construction, in lower base tunnel construction take vertical drilling, static presplitting.Arrangement drilling, after the completion of drilling
Carry out powder charge.Explosion and crushing operation are carried out after the completion of powder charge.
Step S5：Machine is broken and dregs is transported outward.
Step S6：Preliminary bracing and gib；.
Step S7：Two lining constructions.
Monitoring measurement is carried out in step S2- step S6 work progress；Specifically refer to：
Lay earth's surface and building deformation monitoring point in advance, the deformation monitoring of country rock should bury in time according to related specifications requirement in hole
If measuring point, and carry out field monitoring by assigned frequency.
Monitoring and measurement data, feedback guidance design and construction are made full use of, the data abnormal to deflection, rate of deformation will
Analyzing and processing in time.
It is described above, be only presently preferred embodiments of the present invention, any formal limitation not done to the present invention, it is every according to
Any simply modification, the equivalent variations made according to the technical spirit of the present invention to above example, each fall within the protection of the present invention
Within the scope of.
Claims (9)
1. the horizontal prebored hole static blasting excavation construction method of shallow tunnel super-large diameter, it is characterised in that：Specifically include following
Construction procedure：
Step S1：Preparation of construction, surveying setting-out；
Step S2：Barrel vault advanced support is constructed in hole；
Step S3：Horizontal prebored hole；Specifically include following construction procedure：
Step S31：Determine a drilling depth；
Step S32：Carry out the control of hole position axis；
Step S33：From large aperture professional standards rig pore-forming, core records are carried out；
Step S4：Static blasting is excavated；Specifically include following construction procedure：
Step S41：Small free face top heading excavates；The small sky top heading that faces includes upper left base tunnel and upper right base tunnel；
The small free face top heading excavate, in particular to：Carry out upper left base tunnel and upper right base tunnel first, using advance borehole as
Upper left base tunnel and upper right base tunnel static blasting free face use, top heading static state blast hole eye of constructing, carried out after the completion of construction powder charge,
Explosion and crushing operation；
Step S42：Big free face top heading excavates；Specifically refer to：When upper left base tunnel and upper right excavation with guide pit supporting completion, by double
Side heading method construction carries out big free face top heading and excavated, and arrangement drilling, powder charge is carried out after the completion of drilling；After the completion of powder charge
Carry out explosion and crushing operation；
Step S43：In lower excavation with guide pit；Specifically refer to：
After the completion of top heading construction, in lower base tunnel construction take vertical drilling, static presplitting；Arrangement drilling, after the completion of drilling
Carry out powder charge；Explosion and crushing operation are carried out after the completion of powder charge.
2. the horizontal prebored hole static blasting excavation construction method of shallow tunnel super-large diameter according to claim 1, its feature
It is：The step S2 specifically includes following construction procedure：
Step S21：Drill hole of drilling machine；The drilling uses first low speed low pressure, and drilling speed and blast are gradually adjusted according to geological condition, bores
Hole speed remains a constant speed；
Step S22：Drilling finishes, borehole cleaning and jacking steel pipe；
Step S23：Slip casting in hole；
Step S24：After pipe roof construction, preliminary bracing is carried out；Pipe canopy end is attached with first branch bow member.
3. the horizontal prebored hole static blasting excavation construction method of shallow tunnel super-large diameter according to claim 1, its feature
It is：The upper left base tunnel includes A areas, B areas, C areas, D areas and E areas；The advance borehole position is A areas, B areas, C
Area and D areas are from the close-by examples to those far off vertically arranged centered on A areas, and edge of the E areas along upper left base tunnel is configured；According to upper
State structure, the order of powder charge, the explosion of upper left base tunnel is followed successively by A areas, B areas, C areas, D areas, E areas in the step S41；The right side
The order of powder charge, the explosion of top heading is consistent with the powder charge of upper left base tunnel, blasting sequence.
4. the horizontal prebored hole static blasting excavation construction method of shallow tunnel super-large diameter according to claim 1, its feature
It is：The big free face top heading includes I areas, II areas and III areas, and the II areas, I areas are along big free face top heading
Heart line from the close-by examples to those far off sets III areas to be configured along big free face top heading edge；According to said structure, in the step S42
Powder charge, the order of explosion are followed successively by II areas, I areas, III areas.
5. the horizontal prebored hole static blasting excavation construction method of shallow tunnel super-large diameter according to claim 1, its feature
It is：Upper left base tunnel and upper right base tunnel crushing operation in the step S41, in particular to：Substep subregion presplitting is taken to crush,
Broken order follows from bottom to top, operated by free face direction charge structure；The first step medicament reaction time is 15min, second
Step, the 4th step, the 5th step medicament reaction time are 20min, and the 3rd step medicament reaction time is in 30-40min.
6. the horizontal prebored hole static blasting excavation construction method of shallow tunnel super-large diameter according to claim 1, its feature
It is：In the step S42 big free face top heading crushing operation, in particular to：According to distribution subregion powder charge presplitting, by facing sky
Face inwardly crushes successively, and the medicament reaction time is within 15-25min.
7. the horizontal prebored hole static blasting excavation construction method of shallow tunnel super-large diameter according to claim 1, its feature
It is：In in the step S43 lower base tunnel crushing operation, in particular to：Take every drilling depth subregion concentrated charge presplitting, medicament
Reaction time determines according to hole count, powder charge number.
8. according to the horizontal prebored hole static blasting excavation construction side of any one of the claim 1-7 shallow tunnel super-large diameters
Method, it is characterised in that：After the step S4, in addition to following construction procedure：
Step S5：Machine is broken and dregs is transported outward；
Step S6：Preliminary bracing and gib；
Step S7：Two lining constructions.
9. the horizontal prebored hole static blasting excavation construction method of shallow tunnel super-large diameter according to claim 8, its feature
It is：Monitoring measurement is carried out in step S2- step S6 work progress；Specifically refer to：
Lay earth's surface and building deformation monitoring point in advance, the deformation monitoring of country rock should bury in time according to related specifications requirement in hole
If measuring point, and carry out field monitoring by assigned frequency；
Monitoring and measurement data, feedback guidance design and construction are made full use of, the data abnormal to deflection, rate of deformation will be in time
Analyzing and processing.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710434548.0A CN107420104A (en) | 2017-06-09 | 2017-06-09 | The horizontal prebored hole static blasting excavation construction method of shallow tunnel super-large diameter |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710434548.0A CN107420104A (en) | 2017-06-09 | 2017-06-09 | The horizontal prebored hole static blasting excavation construction method of shallow tunnel super-large diameter |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN107420104A true CN107420104A (en) | 2017-12-01 |
Family
ID=60428548
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710434548.0A Pending CN107420104A (en) | 2017-06-09 | 2017-06-09 | The horizontal prebored hole static blasting excavation construction method of shallow tunnel super-large diameter |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107420104A (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108915695A (en) * | 2018-07-09 | 2018-11-30 | 河南理工大学 | A kind of projecting coal bed stope drift active workings static state fracturing speedy drivage method |
| CN110700843A (en) * | 2019-11-20 | 2020-01-17 | 中铁二十局集团有限公司 | Tunnel three-step synchronous excavation construction method based on partition blasting |
| CN111366046A (en) * | 2020-04-09 | 2020-07-03 | 浙江省大成建设集团有限公司 | Blasting vibration control method for excavation of adjacent existing tunnel |
| CN113203328A (en) * | 2021-05-28 | 2021-08-03 | 江汉大学 | Dynamic and static blasting combined forming method for tunnel excavation profile surface |
| CN113818888A (en) * | 2021-10-22 | 2021-12-21 | 四川省交通勘察设计研究院有限公司 | Hard rock multi-arch tunnel blasting process |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102536251A (en) * | 2012-02-17 | 2012-07-04 | 中国建筑第六工程局有限公司 | Adjacent construction excavating method for upper and lower dual-layer tunnel |
| CN103234403A (en) * | 2013-04-24 | 2013-08-07 | 中国科学院武汉岩土力学研究所 | Static blasting construction method for highway tunnel |
| CN104564085A (en) * | 2014-12-23 | 2015-04-29 | 中铁十一局集团第五工程有限公司 | Comprehensive construction method for excavating tunnel with super large cross-section under urban super shallow-buried condition |
| CN105804758A (en) * | 2016-04-22 | 2016-07-27 | 中国电建集团铁路建设有限公司 | Shallow-earthing, large-section and small-distance construction method for rectangular pipe jacking overpass subway tunnel |
| CN106440984A (en) * | 2016-12-20 | 2017-02-22 | 大连大学 | Blasthole explosive pressing pipes for city shallow buried rock stratum tunnel static blasting construction and construction method |
-
2017
- 2017-06-09 CN CN201710434548.0A patent/CN107420104A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102536251A (en) * | 2012-02-17 | 2012-07-04 | 中国建筑第六工程局有限公司 | Adjacent construction excavating method for upper and lower dual-layer tunnel |
| CN103234403A (en) * | 2013-04-24 | 2013-08-07 | 中国科学院武汉岩土力学研究所 | Static blasting construction method for highway tunnel |
| CN104564085A (en) * | 2014-12-23 | 2015-04-29 | 中铁十一局集团第五工程有限公司 | Comprehensive construction method for excavating tunnel with super large cross-section under urban super shallow-buried condition |
| CN105804758A (en) * | 2016-04-22 | 2016-07-27 | 中国电建集团铁路建设有限公司 | Shallow-earthing, large-section and small-distance construction method for rectangular pipe jacking overpass subway tunnel |
| CN106440984A (en) * | 2016-12-20 | 2017-02-22 | 大连大学 | Blasthole explosive pressing pipes for city shallow buried rock stratum tunnel static blasting construction and construction method |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108915695A (en) * | 2018-07-09 | 2018-11-30 | 河南理工大学 | A kind of projecting coal bed stope drift active workings static state fracturing speedy drivage method |
| CN110700843A (en) * | 2019-11-20 | 2020-01-17 | 中铁二十局集团有限公司 | Tunnel three-step synchronous excavation construction method based on partition blasting |
| CN111366046A (en) * | 2020-04-09 | 2020-07-03 | 浙江省大成建设集团有限公司 | Blasting vibration control method for excavation of adjacent existing tunnel |
| CN111366046B (en) * | 2020-04-09 | 2022-07-08 | 浙江省建投交通基础建设集团有限公司 | Blasting vibration control method for excavation of adjacent existing tunnel |
| CN113203328A (en) * | 2021-05-28 | 2021-08-03 | 江汉大学 | Dynamic and static blasting combined forming method for tunnel excavation profile surface |
| CN113203328B (en) * | 2021-05-28 | 2022-08-26 | 江汉大学 | Dynamic and static blasting combined forming method for tunnel excavation contour surface |
| CN113818888A (en) * | 2021-10-22 | 2021-12-21 | 四川省交通勘察设计研究院有限公司 | Hard rock multi-arch tunnel blasting process |
| CN113818888B (en) * | 2021-10-22 | 2024-03-26 | 四川省交通勘察设计研究院有限公司 | Hard rock multi-arch tunnel blasting process |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107420104A (en) | The horizontal prebored hole static blasting excavation construction method of shallow tunnel super-large diameter | |
| CN102606162B (en) | Quick construction method for weak surrounding rock shallowly-buried easily-collapsed area of tunnel | |
| CN101349064B (en) | Construction method of hydroelectric power station surge chamber vertical shaft under soft rock geological condition | |
| CN104612162B (en) | A kind of Deep Foundation Pit of Metro Stations excavation construction method | |
| CN108533272A (en) | A kind of minimum clear-distance tunnel goes out cavity construction method | |
| CN110821503B (en) | Construction method for main body of ultra-deep shield section air shaft after tunnel advance | |
| CN101929340B (en) | Coal mine underground flat inclined tunnel pipe shed pre-grouting advance support construction process | |
| CN110318770A (en) | A kind of hazy start tunneling method of vcehicular tunnel | |
| CN105781573B (en) | The two-tube canopy pipe-following drilling construction method of vcehicular tunnel bilayer sleeve reinforcement is worn under railway | |
| CN109372517A (en) | One kind is suitable for wearing water supplying pipe construction method under upper soft lower hard compound stratum tunnel | |
| CN106194195A (en) | Collapsible Loess District large cross-section tunnel three step is without remaining core soil in advance construction method | |
| CN103306687A (en) | Construction method for deformation control via horizontal whirling jet grouting of long cantilever in soft-rock tunnel | |
| CN109024651B (en) | Steel pipe concrete mixed pile foundation and construction method | |
| CN110374633A (en) | The Portal Section Construction method of Tunnel Passing loose media | |
| CN101122131A (en) | Foundation pit supporting pile using pipe casting pile embedding in rock | |
| JP6342126B2 (en) | Ground injection method | |
| CN109930609A (en) | A kind of campshed composite supporting construction and its construction method for upper-soft lower-hard ground | |
| CN109853399B (en) | Large-section inclined tunnel type arch support structure for arch bridge and construction method thereof | |
| CN106049195A (en) | Method for strengthening subgrade basement of existing high speed railway line | |
| CN108798702A (en) | A kind of method for protecting support of big cross section large-deformation tunnel in soft rock | |
| CN107642041A (en) | The hollow clump of piles anchorage of super-large diameter | |
| CN109386293A (en) | The sealed reception construction method of large section rectangular top pipe | |
| CN110230497A (en) | A kind of positive barrel double -side approach construction method in threaded list road | |
| CN110424460A (en) | A kind of tunnel open excavation construction technology | |
| CN108914945A (en) | A kind of deep basal pit pile for prestressed pipe, prestress anchorage cable combined supporting construction method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20171201 |