CN110487138B - Full-section smooth blasting construction method for high-altitude small-section long steep slope tunnel - Google Patents
Full-section smooth blasting construction method for high-altitude small-section long steep slope tunnel Download PDFInfo
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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
- E21D9/006—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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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D1/00—Blasting methods or apparatus, e.g. loading or tamping
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D3/00—Particular applications of blasting techniques
- F42D3/04—Particular applications of blasting techniques for rock blasting
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Abstract
The invention discloses a full-section smooth blasting construction method of a high-altitude small-section long steep slope tunnel, which is based on the tunnel construction principle of a 'drilling and blasting method + new Austrian method', takes a short pilot tunnel slotting blasting technology and a millisecond differential control blasting technology as cores, and comprehensively and systematically optimizes the design and technical improvement from the aspects of tunnel advanced geological pre-exploration forecasting technology, advanced pre-support technology, blasting parameter design and blasthole distribution design, a blasting system network, a blasthole charging structure and charging technology, post-blasting ventilation risk elimination, post-blasting slag tapping, post-blasting support and the like so as to solve the problems of limited tunnel operation space, overlarge blasting due to steep slopes, low post-blasting slag tapping transportation efficiency, overhigh safety risk, low oxygen content in high-altitude tunnel drawing holes, slow blasting driving speed and the like existing in the high-altitude small-section long steep slope tunnel, thereby realizing the full-section blasting effect, quickening the construction progress and saving the construction cost.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a full-section smooth blasting construction method for a high-altitude small-section long steep slope tunnel.
Background
At present, the 'drilling and blasting method' still dominates the excavation and tunneling construction field of tunnels and underground engineering at home and abroad for a long time. In the one-time circulating operation flow of the drilling and blasting method formed by the construction processes of tunnel blasting design, drilling and charging, blasting slag tapping, after-blasting support and the like, in order to realize good smooth blasting effect of the tunnel, ideal tunnel blasting footage is ensured, tunnel excavation progress is accelerated, tunnel excavation quality is improved, and construction cost is reduced. Therefore, experts and scholars at home and abroad carry out a great deal of research on tunnel smooth blasting construction technology. A safe, stable and efficient six-part excavation method suitable for blasting excavation of an extra-large section tunnel is provided in a construction method for six-part excavation of an extra-large section tunnel (CN 101666232B), namely a tunnel face is divided into six blocks, staggered steps are excavated synchronously to realize point parallel operation, so that the working efficiency is improved, and the construction progress is accelerated; in a 'super-large section underground excavation tunnel rotary excavation method' (CN102400689B), a rotary excavation method for realizing roundabout folding by climbing multiple parts through small pilot tunnels and realizing sudden expansion of a small section to a large section is provided, so that the supporting effect of core soil is exerted to the longest extent, the tunnel blasting excessive excavation amount is effectively controlled, and the problem of traffic organization obstacle caused by single-head tunneling of a tunnel is solved; however, in the 'three-step five-part excavation construction method for the small-section weak surrounding rock tunnel' (CN10788652A), considering that slag discharge after tunnel explosion is taken as a key process of tunnel excavation progress, the method provides a method for dividing the small-section tunnel into five operation spaces according to an upper platform, a middle platform and a lower platform, carrying out construction by staggering the platforms from top to bottom and realizing continuous slag discharge, shortening the tunnel cycle operation time by the space time-changing theory and accelerating the construction progress; in a tunnel smooth blasting method (CN104482815A), aiming at the smooth blasting of a small-section tunnel, a smooth blasting construction method flow consisting of blasting parameter selection, cutting mode determination and explosive installation blasting is provided, and the tunnel smooth blasting effect is adjusted by taking a tunnel face cutting mode as a core. Therefore, the construction method of tunnel face subsection and staggered steps is mainly used for the large-section tunnel, so that the working face of parallel operation is increased to improve the working efficiency, the construction progress is accelerated, and the safety risk of primary hole forming of the large-section tunnel is avoided. Due to the limited operation space in the tunnel, the conventional tunnel operation machinery can not operate in parallel, and a one-time blasting hole forming technology is adopted; and the problems of overlarge tunnel blasting overexcavation amount, too short blasting excavation footage, low explosive utilization rate and the like often occur in the full-section blasting of the small-section tunnel, so that the smooth blasting effect can be realized by combining the millisecond differential blasting technology in the full-section blasting technology of the small-section tunnel. However, in a small-section tunnel penetrating through a fault fracture zone in a high-altitude mountain area, due to the existence of a long steep slope, the difference of the minimum resistance lines before and after a blast hole in a single blasting circulation operation surface of the tunnel is too large, so that the phenomena of over-excavation blasting and caving roof caving are caused.
Disclosure of Invention
The invention aims to solve the technical problem of providing a full-section smooth blasting construction method for a high-altitude small-section long steep slope tunnel, and solves the problems of over-excavation in blasting, low slag transportation efficiency after blasting, over-high safety risk, low oxygen content in a tunnel cave at high altitude, slow blasting tunneling speed and the like caused by limited space of the small-section tunnel and over-large steep slope.
The technical scheme adopted by the invention for solving the technical problem is as follows: the full-section smooth blasting construction method of the high-altitude small-section long steep slope tunnel specifically comprises the following steps:
A. the tunnel portal and the portal side slope are treated, the stability of the tunnel before entering the tunnel and excavating is ensured, and the side slope landslide and collapse caused by blasting vibration are avoided.
B. The construction of geological exploration and pre-explosion advanced geological prediction technology is characterized in that a detailed advanced geological prediction scheme and an implementation outline are established in the blasting construction stage so as to avoid or reduce various unpredictable geological disasters in the tunneling process.
C. According to the implementation of the advance pre-support technology before blasting, advance large pipe sheds or advance small pipes with different structures are adopted for advance pre-support before blasting according to different sections of a tunnel, so that the stability of surrounding rocks is improved, and the phenomena of roof collapse and roof collapse or excessive excavation in blasting excavation are avoided.
D. Blasting parameter design and blast hole layout optimization design, wherein according to the conditions of the cross section size of a tunnel face, a surrounding rock structure, the trend of a fault fracture zone and the like, a short pilot tunnel cut blasting technology is adopted to realize the smooth blasting effect of full-section one-time blasting hole forming, and parameters such as the distribution condition of each blast hole of the tunnel face, the number of the blast holes, the diameter, the depth, the angle, the loading quantity, the loading structure and the like need to be analyzed, designed and checked in detail to ensure the smooth blasting quality.
E. The explosive charging method comprises the steps of charging explosive, efficiently and accurately completing explosive charging of each blasthole by adopting the characteristic explosive charging equipment, and accurately controlling the explosive charging quality of an axial continuous explosive charging and sectional spaced explosive charging structure and a radial coupled explosive charging and uncoupled explosive charging structure so as to fully exert the characteristics of the explosive charging structure.
F. The optimal design of the initiation system network, in order to realize the smooth blasting technology of the full-section one-time blasting pore-forming of the small-section mine tunnel, needs to combine the millisecond differential blasting technology to establish the initiation system network with characteristics, and improves the efficiency of detonation and explosion propagation.
G. The blasting vibration monitoring and control technology is implemented, blasting vibration monitoring data are analyzed through a blasting vibration monitoring point with characteristics set before blasting, a detailed blasting vibration control scheme is formulated, and disturbance damage of blasting vibration to surrounding rocks is reduced.
H. And blasting, checking the charging condition of each blasthole and the initiation system network, starting to detonate after determining accuracy, and performing tunnel blasting excavation and tunneling.
I. After explosion, dust fall, ventilation and danger elimination are carried out, after explosion, an automatic spraying system is started to carry out dust fall on dust particles in the cave, an axial flow fan is started to carry out dust fall on the blast fume and CO, NO and SO generated by explosion in a press-in ventilation mode2、H2S and other toxic and harmful gases are ventilated, and the concentration of the toxic and harmful gases is reduced through air flow; and finally, detecting and eliminating danger through a toxic and harmful gas detector to ensure the safety of construction operation in the underground tunnel.
J. And (4) slag discharging after explosion, wherein slag discharging after explosion is carried out by adopting a trackless reverse traction technology to shorten the blasting circulation period for improving the blasting slag discharging efficiency according to the characteristic of a small-section steep slope tunnel.
K. And (3) rechecking the section and positioning and paying off a support, rechecking the section outline of the tunnel blasting excavation, the smooth blasting effect and the condition of the central axis of the tunnel by a professional measuring technician, and simultaneously carrying out positioning points of a tunnel primary support arch frame and the next blasting advance support and blast hole drilling.
L, performing post-explosion support construction, wherein the post-explosion support of the tunnel comprises primary support and secondary lining construction, the primary support adopts a mortar anchor rod along the blasting profile surface and is sprayed, protected and sealed by combining double-layer reinforcing steel meshes, meanwhile, supporting steel arch frames are sequentially arranged along the tunneling direction of the tunnel, and the supporting arch frames are integrally connected and reinforced by using foot-locking anchor rods and arch frame connecting ribs; the secondary lining adopts a hydraulic trolley with a set size as a template supporting system, the hydraulic trolley is pushed to move forwards through the movable rails arranged on the arch frames at the two sides, the concrete is mixed on site by adopting a drum mixer outside a tunnel portal, and the concrete is conveyed and poured by a ground pump;
the steps form a process flow of the full-section smooth blasting circulation operation of the high-altitude small-section steep slope tunnel, and the tunnel blasting excavation tunneling and the in-tunnel support construction are continuously carried out by repeating the steps from B to L until the full-line smooth penetration is realized.
Further, in the step B, a detailed advanced geological prediction scheme and an implementation outline are established in the blasting construction stage, and the conditions of lithology, geological structure, hydrogeology, tunnel face self-stability and the like of surrounding rock in a tunnel penetration zone are preliminarily judged by an engineering geological analysis method by adopting a comprehensive geological prediction technology; adopting a tunnel geological sketch and face record prediction method to record the rock layer structure in the cave, the development condition of joint fractures, the soft and hard changes of fault zones and lithologic contact zones and the like in detail, and describing and recording the stability conditions of underground water and surrounding rocks in detail; the homogeneous condition and the soft and hard condition of the front surrounding rock are analyzed through the drilling speed of the advanced drilling method, the lithology of the front surrounding rock is known through the rock particle analysis of core drilling, and the hydrogeology condition of the front surrounding rock is judged by observing the water quantity and the state flowing out of the drill hole.
Further, in the step C, an advanced large pipe shed is adopted for advanced pre-support in the tunnel portal section, specifically, 17-20 pieces of seamless steel pipes with phi 108 are annularly arranged at the vault of the tunnel portal section before blasting construction, a reinforcement cage formed by four steel bars with the grade of C25 is inserted into the steel bars, and pressure grouting is completed through a built-in grouting pipe and a seepage hole in the wall of the seamless steel pipe to directly harden the wall rock hardening; and the advanced small guide pipe pre-support is characterized in that 17-20 pieces of phi 50 seamless steel pipes are annularly arranged at the arch top of a section in a tunnel, one section is supported on a support arch frame and is driven into surrounding rock in front of a tunnel face, the rock-entering depth of the section at least meets the requirement of one-time blasting circulation footage plus 0.5m, and pressure grouting is carried out through a built-in grouting pipe.
Furthermore, in the step D, a short pilot hole cutting technology is adopted, namely a hollow pilot hole is arranged at the middle lower part of the tunnel face, and the depth of the hollow pilot hole exceeds the primary blasting circulation footage by 20-30 cm; meanwhile, 4 cutting blastholes are circumferentially and symmetrically arranged around the blast furnace body to form a central cutting area, and the cutting blastholes are initiated preferentially to finish cutting blasting during blasting; then sequentially arranging three rows of auxiliary blastholes, a circle of peripheral blastholes at the outermost side and a circle of baseplate blastholes from the central undermining area to the periphery in an annular radial mode, and sequentially finishing reaming, tunneling blasting, peripheral smooth blasting and final baseplate slag turning blasting according to reasonable differential blasting interval time difference during blasting;
TABLE 1 Tunnel face blasthole parameter table
Further, the 2# rock emulsion explosive with better safety and stability is adopted for blasting and tunneling, the central cut blasthole adopts a large-diameter continuous coupling loading structure, the auxiliary blastholes adopt a sectional interval coupling loading structure, the peripheral blastholes and the baseplate blastholes adopt small explosive cartridges for loading, and a sectional interval eccentric non-coupling loading structure is adopted.
Further, in the step E, a characteristic explosive loading device capable of flexibly adjusting the axial distribution and the specific position of the explosive in the blasthole and the radial spatial position of the explosive roll in the blasthole is adopted, specifically, the gap between the explosive roll and the hole wall is flexibly adjusted through adjustable fixing rings and fixed jacking supports arranged on inner rings at two ends of the explosive cartridge, and the axial distribution and the specific explosive loading position of the explosive are accurately controlled by utilizing a graduated explosive feeding rod.
Further, in the step F, according to the charging structure and the detonation sequence of the blast hole of the tunnel face, combining the electric detonation, the non-electric detonation and the millisecond differential detonation technologies, and forming a characteristic detonation system network suitable for the full-section blasting of the small-section steep slope tunnel through a 'cluster connection-parallel connection-cluster connection' detonation network connection mode; specifically, the explosive is prepared by a capacitive exploder → a professional booster lead → an electric detonator → a plastic detonating tube → a non-electric millisecond delay detonator → a plastic detonating tube → an explosive; the method is characterized in that an electric initiation system is adopted outside a tunnel portal, a plastic detonating tube non-electric initiation system with efficient detonation propagation is adopted in a tunnel portal, and then sequential initiation is realized according to the distribution condition of each blast hole of a tunnel face through the delay effect generated by different doses of slow-burning agents filled in a non-electric millisecond delay detonator, so that the smooth blasting of hole forming through full-section one-time blasting of the whole tunnel face is realized.
TABLE 2 detonation interval time difference of non-electric millisecond delay detonators
| Number of detonator segments (segment) | 1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | 9 | 10 | 11 |
| Interval time (ms) | 0 | 25 | 50 | 75 | 110 | 150 | 200 | 250 | 310 | 380 | 460 |
5. Further, in the step G, according to a blasting vibration wave propagation principle and a resonance effect, five rows of blasting vibration monitoring points are symmetrically arranged at the connecting points of arch springing, vault and straight wall and arch in the range of 5m of the excavated section behind the tunnel face, and a blasting vibration control scheme is formulated through blasting vibration monitoring data analysis;
specifically, firstly, a circle of vibration reduction holes are arranged in a ring center guide hole in a blasting cut area to reduce larger vibration generated by cutting blasting due to overcoming of larger clamping; simultaneously, the differential detonation interval time difference of each blast hole on the tunnel face is reasonably adjusted, and a jump-section millisecond differential detonator is adopted to realize off-peak blasting and avoid the reinforcing caused by the mutual superposition of blasting vibration peak values; and finally, the explosive loading concentration of each blasthole is reduced by changing the axial interval distribution of the explosives in each blasthole, the explosive power of the explosives in unit space is reduced, the explosive peak pressure is effectively reduced by utilizing the spacer layer in the explosive radial non-coupling loading structure in each blasthole, and the blasting vibration is reduced.
Furthermore, in the step J, the occupied time of slag discharging after explosion in a single explosion cycle period is long, the oxygen content in the high-altitude small-section steep slope tunnel cave is thin, the conventional slag discharging equipment cannot operate due to the limited space, and the risk of blasting slag soil transportation is increased due to long steep slope breakage. Therefore, the trackless reverse traction system effectively solves the contradiction through a trackless reverse traction technology, and the trackless reverse traction system consisting of the crawler-type slag raking machine, the slag conveying mine car, the reverse traction steel wire rope, the winch, the guide wheel set and the like can quickly and efficiently finish slag discharging after explosion.
The concrete deslagging step comprises:
j1, when the tunnel finishes blasting and ventilating danger-eliminating work, firstly, the crawler-type slag-raking machine is driven to the proper position of the tunnel face, a certain distance is kept, the sufficient extension space of the slag-raking machine is ensured, the horizontal hydraulic support rods and the rear-end hydraulic support legs on the two sides of the slag-raking machine are adjusted, fixed and extended, and the horizontal hydraulic support rods and the rear-end hydraulic support legs are firmly supported on the rock walls on the left side and the right side and the hard rock layer of the tunnel bottom plate by virtue of hydraulic supporting force.
J2, arranging a winch working chamber outside the tunnel portal, and firmly fixing a winch device through a concrete enlarged foundation and a ground anchor; the traction steel wire rope led out by the winch firstly passes through the fixed guide wheel arranged at the central position of the bottom plate of the tunnel portal, then passes through the movable guide wheel arranged at the tail part of the slag removing machine, and finally passes through the movable guide wheel arranged at the tail part of the slag-carrying mine car and is connected with the fixed shaft of the slag-carrying mine car.
J3, digging broken stones and dregs generated by blasting into a receiving shovel with a horn mouth through a dreg digging arm of a dreg digging machine, conveying the dregs in the receiving shovel to the tail part of the dreg digging machine through a conveying crawler of the dreg digging machine, directly falling into a bucket of a dreg-carrying mine car just stopped at the rear part of the dreg digging machine, stopping receiving the dregs when the dreg-carrying mine car is filled, and carrying dregs out of the hole.
J4, when the slag-transporting mine car is in a hole for loading slag in a no-load way, the slag-transporting mine car is dragged to the tail part of the slag raking machine for loading slag through the traction force provided by the winch, the traction force provides power, and the slag-transporting mine car does not need to start a self-driving system; when the slag-carrying mine car fully loaded with slag soil carries slag out of the tunnel, the slag-carrying mine car is transported downwards along the steep slope of the tunnel bottom plate by virtue of self gravity, the winch unreels at the moment, and the traction steel wire rope provides a traction force, so that the situation that the transport speed is too high and cannot be controlled due to too high dead weight of the fully loaded mine car in the steep slope tunnel, and the mine car rushes out of the tunnel platform to cause a cliff accident is avoided;
j5 and guide wheel group composed of fixed guide wheel and movable guide wheel are all provided with groove releasing device, i.e. the traction steel cable passes through the guide wheel disc of the guide wheel, the rolling steel ball is arranged in the guide wheel disc, fixed with the central shaft through the supporting end, and sealed by the bracket protection pin at the outer side. The fixed guide wheel is also fixed in the concrete base of the bottom plate of the tunnel door through an earth anchor, and the movable guide wheel is firmly arranged at the tail parts of the slag raking machine and the slag-transporting mine car through welding or bolt connection, and the relative height of the movable guide wheel does not obstruct slag loading;
j6, repeating the steps J1 to J4 until all the dregs generated by one blasting operation are transported to the out-of-hole slag yard.
Further, in step J2, a mobile monitoring system and a remote telephone are arranged in the tunnel and connected with a monitor display in the operation chamber of the hoist outside the tunnel door, so that an operator can control the conditions in the tunnel at any time and accurately control the slag-loading parking position and the full-load exit transportation opportunity of the slag-transporting mine car.
Compared with the prior art, the invention has the beneficial effects that: the invention provides a full-section smooth blasting construction method of a high-altitude small-section long steep slope tunnel, which is based on the tunnel construction principle of 'a drilling and blasting method + a new Austrian method', takes a short pilot tunnel slotting blasting technology and a millisecond differential control blasting technology as cores, and comprehensively and systematically optimizes and improves the forecasting technology, the advanced pre-support technology, the blasting parameter design and the blasthole distribution design, a detonating system network, a blasthole charging structure and a charging technology, the ventilation risk elimination after blasting, the slag discharge after blasting, the support after blasting and the like so as to solve the problems of limited tunnel operation space, overlarge blasting caused by a steep slope, low slag discharge transportation efficiency after blasting, overhigh safety risk, low oxygen content in the tunnel of the high-altitude tunnel, slow blasting speed and the like of the high-altitude small-section long steep slope tunnel, thereby realizing the full-section blasting effect, quickening the construction progress and saving the construction cost.
Drawings
FIG. 1 is a schematic diagram of smooth blasting construction process
FIG. 2 is a sectional view of the treatment of the side slope of the tunnel portal
FIG. 3 is a schematic view of an extended open cut tunnel structure of a tunnel portal
FIG. 4 is a schematic view of the pre-support of the forepoling
FIG. 5 is a schematic view of the construction of a leading large pipe shed
FIG. 6 is a schematic view of the pre-support of the small guide tube
FIG. 7 is a schematic view of the distribution of the blast holes on the face of a palm
FIG. 8 is a schematic diagram of a network of detonation systems
FIG. 9 is a schematic view of connection of a tunnel face blasthole initiation network
FIG. 10 is a schematic diagram of the arrangement of the detection points for blasting vibration
FIG. 11-1 is a schematic longitudinal section view of a post-explosion slag-tapping trackless reverse traction device
FIG. 11-2 is a schematic top view of a post-explosion slag-tapping trackless reverse traction device
FIG. 11-3 is a schematic view showing the structure of a guide wheel for fixing the slag discharge device
Reference numerals: 101-exploration pre-support stage; 102-blasting design phase; 103-danger elimination and slag discharge rechecking stage after explosion; 104-post-explosion protection stage; 201-hole door side slope; 202-tunnel portal; 203-reinforcing mesh; 204-mortar anchor rod; 205-weep holes; 301-inner steel arch; 302-outer ring reinforcement cage; 303-expand the basis; 304 — an upper connection plate; 305-a lower connecting plate; 306-angle bars; 401-advance pre-support area; 402-advancing large pipe shed; 501, seamless steel pipes; 502-grout holes; 503-reinforcing steel bars; 504-a fixed ring; 601-supporting arch steel columns; 602-supporting arch camber: 603-advanced small catheter; 701-a cut-out area; 702 — a hollow guide eye; 703-cutting a slot hole; 704-expanding the hole; 705-auxiliary eye; 706-peripheral eye; 707-floor eye; 801-electric detonation system; 802-non-electric initiation system; 803-millisecond detonation system; 804 — a capacitive detonator; 805-professional booster lead; 806-electric detonator; 807-plastic detonator: 808-non-electric detonators; 809-cutting the slot hole; 810-auxiliary eye (1); 811-auxiliary eye (2); 812-an auxiliary eye (3); 813-peripheral eye; 814-floor eye; 901-main blasting tube; 902-surrounding rock area; 903-two-stage plastic detonating tube; 1001 — excavated section; 1002-trenchless section; 1003-face; 1004-monitoring point; 1101-crawler type slag raking machine; 1102 — a traction wire rope; 1103-slag-carrying mine car; 1104-a hoist; 1105-slag removing arm; 1106-collecting shovel; 1107-crawler wheels; 1108 — a conveyor track; 1109-hydraulic stay bar; 1110-hydraulic support legs; 1111-fixed guide wheel; 1112-moving guide wheels; 1113-support end; 1114 — a central axis; 1115-a guide wheel disc; 1116-a bracket protection pin; 1117-guide wheel base.
Detailed Description
The invention is further described with reference to the accompanying drawings and the detailed description.
Before blasting and excavating the tunnel, a geological survey report and a design file are familiar, and particularly, the geological structure of a rock stratum, the development condition of joint cracks, the rock stratum crushing condition of a tunnel penetrating zone and the hydrogeological conditions of underground water, a river, quicksand and the like described by the geological survey report are analyzed in detail; meanwhile, considering that the geological prospecting construction of the high-altitude small-section tunnel is difficult, the formed geological prospecting report is relatively rough, a detailed advanced geological prospecting forecasting scheme and an implementation outline still need to be established in the construction stage, and the comprehensive geological prospecting forecasting technology is adopted for further geological prospecting forecasting. Firstly, preliminarily judging the lithology, geological structure, hydrogeology, tunnel face surrounding rock self-stability condition and the like of the surrounding rock in front of the tunnel face by adopting a geological analysis method; secondly, recording the rock stratum structure in the cave, the development condition of the joint crack and the soft and hard change conditions of a fault fracture zone and a lithologic contact zone in detail by adopting a tunnel geological sketch and face record prediction method; and finally, further mastering detailed geological structures and hydrogeological conditions in a near range in front of the tunnel face by a seismic wave method and a tunnel face advanced drilling method so as to provide necessary technical parameters for blasting design. The method can effectively make up for the relatively rough geological survey report at high altitude, and effectively reduce or avoid various unpredictable geological disasters at the construction stage.
In addition, design drawings, tunnel functions and purposes and related process flows of the tunnel engineering are required to be familiar, and the tunnel finished product can meet the actual engineering requirements; in addition, technical data related to tunnel engineering, specification standards, process requirements and the like are consulted, special construction schemes and safety technical schemes are organized, a detailed tunnel 'drilling and blasting method' smooth blasting construction method is determined, and related technical training and technical background work are organized.
The preparation work can be finished and then formal construction can be carried out, the full-section smooth blasting construction method of the high-altitude small-section long steep slope tunnel is shown in figure 1, and the specific implementation process is as follows:
A. and constructing a portal project and a portal slope protection project. It mainly comprises: tunnel portal slope management (figure 2), tunnel extension open cut tunnel (figure 3) and tunnel portal protection retaining wall engineering. Wherein the hole door side slope is arranged in a plum blossom shape by adopting an L2.5 m long mortar anchor rod 204, a reinforcing mesh 203 with a bidirectional phi 8@200 is hung by a slope hook, and the whole slope is sealed and hardened by spraying concrete with the thickness of 150mm C20, as shown in figure 2; the method is characterized in that the structural form of 'inner ring steel arch frames 301+ outer ring steel reinforcement frameworks 302' is adopted for integral casting within the range of 3m to 5m outside a tunnel door to form an outwards extending open cut tunnel so as to prevent side slope landslide and realize burying of tunnel portals, and a reinforced enlarged foundation 303 is adopted to improve the stability of the open cut tunnel foundation, as shown in fig. 3; the splayed tunnel portal protective retaining wall is distributed on two sides of the tunnel portal to form a tunnel portal wing wall, and impact of muck and broken stones of a side slope landslide behind the tunnel portal is effectively blocked according to the thicker reinforced concrete wall row and the tunnel portal.
B. Geological exploration and pre-explosion advanced geological prediction construction; establishing a detailed advanced geological prediction scheme and an implementation outline in a blasting construction stage, and adopting a comprehensive geological prediction technology, particularly preliminarily judging the conditions of lithology, geological structure, hydrogeology, tunnel face self-stability and the like of surrounding rock in a tunnel penetration zone by an engineering geological analysis method; adopting a tunnel geological sketch and face record prediction method to record the rock layer structure in the cave, the development condition of joint fractures, the soft and hard changes of fault zones and lithologic contact zones and the like in detail, and describing and recording the stability conditions of underground water and surrounding rocks in detail; the homogeneous condition and the soft and hard condition of the front surrounding rock are analyzed through the drilling speed of the advanced drilling method, the lithology of the front surrounding rock is known through the rock particle analysis of core drilling, and the hydrogeology condition of the front surrounding rock is judged by observing the water quantity and the state flowing out of the drill hole.
C. And according to different sections of the tunnel, adopting advanced large pipe sheds or advanced small pipes with different structures to carry out advanced pre-support before blasting. Considering that the top cover layer of the tunnel portal section is thin, blasting disturbance is easy to cause tunnel portal slope landslide and burying accidents, and bias effect generated by oblique crossing of the tunnel axis and a mountain is easy to cause tunnel deformation and collapse, the advanced large pipe shed is adopted for advanced pre-supporting in the tunnel portal section. The tunnel cave implosion excavation changes the original ground stress state of surrounding rocks, the ground stress is redistributed to form a secondary stress state due to the form of blasting disturbance and a new free face, and the phenomena of natural collapse or roof fall are caused by the fact that the self-bearing capacity of the surrounding rocks is difficult to maintain the self-stability of the surrounding rocks due to the existence of a large number of poor rock strata such as weak mucky rocks, fault crushed rocks and the like in the tunnel cave, so that a small advance guide pipe is adopted for strengthening pre-support before the cave implosion construction.
In practical implementation, the advanced large pipe shed 402 circumferentially and uniformly arranged in the surrounding rock area 401 at the top of the tunnel generally comprises 17-20 seamless steel pipes 501 with phi 108 arranged circumferentially at the vault of the tunnel portal section, the phi 108 seamless steel pipes 501 are internally inserted with four C28 steel bars 503 and welded to a central fixing ring 504, grouting pipes are inserted into the central fixing ring 504 for pressure grouting, and then grouting holes 502 arranged in a plum blossom shape on the wall of the seamless steel pipes are used for filling the wall of the surrounding rock of the tunnel portal in a penetrating manner, so that the wall of the tunnel portal is hardened to form a pre-support structure layer with high overall stability, as shown in fig. 4 and 5. The leading small guide pipe 603 is annularly arranged in the tunnel vault surrounding rock through 7-20 seamless steel pipes with the diameter of 50, the hole of the steel arch 602 at the rear part and the vault surrounding rock of the non-excavated section in front of the tunnel face are stably arranged as end supports, the rock-entering depth at least meets the requirement of one-time blasting circulation footage plus 0.5m, and pressure grouting is carried out through a built-in grouting pipe. Thus, the single advanced small guide pipe 603 forms a supporting system similar to a simply supported beam, and the multiple advanced small guide pipes are hardened after grouting to form a supporting system similar to an arch structure, so that the stability and the supporting capability of the surrounding rock of the arch crown before tunnel blasting are effectively improved, as shown in fig. 6.
D. Blasting parameter design and blast hole layout optimization design, according to the direction of the cross section size of the tunnel face, the surrounding rock structure and the fault fracture zone, central undermining blasting is carried out by adopting a tunnel face central short pilot tunnel undermining blasting technology, reaming blasting, peripheral smooth blasting and bottom plate slag turning blasting are further completed by a millisecond differential blasting technology, the distribution condition, the number, the diameter, the depth, the angle, the charging amount and the charging structure parameters of each blast hole of the tunnel face are subjected to detailed analysis, design and checking calculation, and full-section smooth blasting is realized. Specifically, a short pilot tunnel straight-hole undermining blasting technology is adopted in a high-altitude small-section long steep slope tunnel, and a millisecond differential blasting technology is combined, so that a full-section smooth blasting effect that short pilot tunnel undermining blasting and tunnel blasting tunneling are completed at one time is achieved. According to different functions of each blast hole of the tunnel face, the blast holes are divided into a cutting hole 703, an auxiliary hole 705, a peripheral hole 706 and a bottom plate hole 707, blasting parameters mainly comprise the diameter, the depth, the quantity, the loading amount, the distance between the blast holes, the inclination angle and the like of the blast holes, and after calculation design and adjustment are carried out according to related tunnel blasting theories and empirical formulas, the optimized design of blast hole distribution is completed by combining a millisecond differential blasting technology and an initiation system network, as shown in fig. 7. Specifically, a hollow guide hole 702 is arranged at the middle lower part of a tunnel face, the depth of the hollow guide hole exceeds one-time blasting circulation footage by 20-30 cm, the clamping effect of cut blasting can be reduced, a good guide effect is achieved, meanwhile, 4 cut holes 703 are annularly and symmetrically arranged around the hollow guide hole, a central cutting area 701 is formed, cut blasting is completed through 4 phi 50 cut holes 703 with large diameters arranged in the cutting area 701, and a short guide hole is formed through straight-hole cut blasting; then sequentially arranging three rows of auxiliary blastholes 705, a circle of peripheral blastholes 706 on the outermost side and a circle of bottom plate blastholes 707 from the central undermining area 701 to the periphery in an annular radial mode, sequentially finishing reaming excavation blasting, peripheral smooth blasting and final bottom plate slag turning blasting according to reasonable differential blasting interval time difference during blasting, and performing reaming blasting through the auxiliary holes 704 at the top of the undermining area 701 and the two circles of auxiliary holes 705 on the outer side to finish blasting excavation and excavation; peripheral holes 706 arranged on the outermost side of the tunnel face adopt phi 25 small cartridges to carry out smooth blasting to form a smooth blasting profile face; finally, blasting slag turning is completed through the bottom plate holes 707, and convenience is provided for blasting slag tapping.
In practical implementation, each blast hole of the tunnel face adopts millisecond differential blasting technology and is combined with a characteristic blasting system network, so that the sequential blasting of the cut hole, the auxiliary hole, the peripheral holes and the bottom plate hole is realized, the hole is formed by blasting at one time on the full section, the slag tapping and supporting work of the cut blasting is avoided, and the hole collapse caused by overlong exposure time of a new free face formed by the short pilot hole blasting is also avoided.
In actual implementation, different charging structures are respectively adopted for each blast hole for improving the blasting effect, wherein the cut holes adopt a continuous coupling charging structure to overcome large ground stress and clamping effect, the auxiliary holes adopt a segmented interval coupling charging structure to reasonably adjust axial explosion energy to carry out surrounding radiation rock breaking excavation, and the peripheral holes and the bottom plate holes adopt an eccentric effect generated by a segmented interval eccentric uncoupled charging structure, so that the disturbance damage of the blast load to the surrounding rock on the outer side is reduced, and the surrounding rock on the inner ring light explosion layer is effectively blasted. In addition, aiming at different charging structures of each blasthole, the charging guiding and fixing device for the blastholes with adjustable characteristics is adopted, so that the charging work of each blasthole can be efficiently and quickly completed, the radial and axial sizes, positions and interval distribution conditions of the charging structures of each blasthole are effectively ensured, and the charging quality and smooth blasting effect of the blasthole are effectively ensured.
E. The charging adopts the charging work combining the sectional interval charging and the radial uncoupled charging structure. The method is characterized in that a 2# rock emulsion explosive with better safety and stability is adopted for blasting and tunneling, a central cut blast hole adopts a continuous coupling loading structure with a large diameter, an auxiliary blast hole adopts a sectional interval coupling loading structure, peripheral blast holes and bottom plate blast holes adopt small explosive cartridges for loading, and a sectional interval eccentric non-coupling loading structure is adopted.
F. The optimization design of the initiation system network is characterized in that a characteristic initiation system network formed by combining electric initiation, non-electric initiation and millisecond differential initiation technologies is established by combining the millisecond differential initiation technology. According to the blast hole charging structure and the initiation sequence of the tunnel face, the electric initiation, the non-electric initiation and the millisecond differential initiation technology are combined to form a characteristic initiation system network suitable for the full-section blasting of the small-section steep slope tunnel. The millisecond differential initiation technology can be realized only by combining a characteristic initiation system network. The characteristic initiation system network provided by the invention is a characteristic initiation system network which is combined with an electric initiation system 801, a non-electric initiation system 802 and a millisecond differential initiation system 803 and is formed by a 'cluster connection-parallel connection-cluster connection' initiation network connection mode, as shown in fig. 8. The detonation and detonation propagation principle of the detonation system network is as follows: capacitive detonator 804 → professional booster wire 805 → electric detonator 806 → plastic detonator 807 → non-electric millisecond delay detonator 808 → plastic detonator 807 → explosive. Namely, an electric initiation system which is convenient to connect, simple to operate and quick to ignite is adopted outside the tunnel door; in the cave, a plastic detonating tube non-electric detonating system with high-efficiency detonating is adopted, and a main detonating tube 901 led out by an electric detonator is respectively connected to a non-electric delay detonator on each blasthole, so that the accident caused by the interference of stray current or the influence of various induced currents in the cave can be effectively avoided; finally, sequential detonating is realized according to the distribution condition of each blast hole of the tunnel face through the delay effect generated by the slow-burning agents with different dosages filled in the non-electric millisecond delay detonator, so that the smooth blasting of one-time hole forming of the whole tunnel face full-section blasting is realized, as shown in fig. 8 and 9. Through the characteristic detonation system network, the detonation transfer rate and the detonation success rate of the explosives can be effectively improved, the phenomena of blind guns and dummy guns which are often generated in the traditional detonation mode are avoided, the utilization rate of the explosives can be effectively improved, the construction cost is saved, the probability of blasting underexcavation can be reduced, and the smooth blasting effect of the tunnel is effectively improved.
G. And (5) blasting vibration monitoring and controlling measures. In order to avoid geological disasters caused by overlarge blasting vibration, a blasting vibration monitoring point is arranged at a characteristic position of a tunnel before blasting, a blasting vibration instrument and a displacement sensor are used for carrying out blasting vibration data acquisition, and an effective blasting vibration control scheme is formulated by analyzing and comparing with blasting safety regulations GB 6722-2014, as shown in figure 10. According to the blasting vibration wave propagation principle and the 'cavity effect' principle, five blasting vibration monitoring points 1004 are arranged in an excavated area 1001 behind a tunnel face and are respectively positioned at an arch springing position, a joint of a straight wall and an arch and a central arch top, and a circle is arranged at an interval of 2m within the range of 5m behind the tunnel face. The blasting vibration control scheme is mainly characterized in that a hollow guide hole and vibration reduction holes around the hollow guide hole are formed in tunnel face undermining blasting to reduce large vibration caused by overcoming large clamping effect, then the micro-difference detonation interval time difference of each blast hole of the tunnel face is reasonably adjusted to realize off-peak blasting, the phenomenon that blasting vibration peaks are mutually overlapped to generate resonance effect is avoided, the blasting hole charging concentration is reduced through axial subsection interval charging on a blast hole charging structure, the explosive power of explosives in unit space is reduced, the explosive peak pressure is effectively reduced by a spacer layer in a radial non-coupling charging structure, good buffering and delaying effects are achieved on the propagation of blasting earthquake waves, and blasting vibration is effectively controlled.
H. And blasting and excavating. And finishing the work from A to G, checking various blasting parameters and a blasting system network, ensuring that all machines and operators in the tunnel are safely evacuated, and igniting and blasting outside the tunnel to finish blasting excavation.
I. And dust fall and ventilation are carried out after explosion to eliminate danger. After blasting is finished, an automatic spraying system in the tunnel is started firstly, dust particles generated after the tunnel blasting are reduced, an axial flow fan outside a tunnel door is opened, blasting smoke and toxic and harmful gases such as CO, NO, SO2 and H2S generated by blasting are ventilated and ventilated in a press-in type ventilation mode, the concentration of the gases is reduced through air flow, and the ventilation and smoke removal time is not less than 15 min; and finally, carrying a harmful gas detector by tunnel professional safety technicians for detection, and observing the conditions of the tunnel cave internal blasting effect, the stability of surrounding rocks, collapse and roof fall, underground water, the face dangerous rock pumice and the like. And after the operation safety in the hole is determined, deslagging is carried out.
J. And (5) slag is discharged after explosion. Considering that the slag tapping occupies a large amount of time after the tunnel is exploded, the slag tapping efficiency directly influences the length of the blasting cycle period. The existing slag discharging mode comprises rail slag discharging and trackless mechanical slag discharging, the limitation of the limited space of a small-section steep slope tunnel is considered, a rail transportation rail and power equipment cannot be spread, a slag-conveying mine car cannot complete slag loading and transfer transportation in a narrow space, and the one-time investment cost of rail transportation is too high; the trackless transportation needs to be carried out by means of gas power machines such as a loader, a dump truck and the like, a large amount of tail gas can be released by excessive use of the gas power machines and is extremely difficult to remove in a reverse tunneling tunnel, so that the risk of poisoning suffocation is increased, and the slag-carrying mine car fully loaded with slag soil is transported along a downward steep slope (20% slope) and is extremely easy to rush out of a tunnel platform to cause a cliff falling accident due to the fact that the slope is too steep. Therefore, the invention provides a trackless reverse traction technology suitable for slag tapping after explosion of a high-altitude small-section long steep slope tunnel, which is a trackless reverse traction system mainly comprising a crawler-type slag raking machine 1101, a traction steel wire rope 1102, a slag-carrying mine car 1103, a winch 1104, a guide wheel set and the like, and is shown in fig. 11-1 and 11-2. The specific working principle of the traction system is as follows:
j1, when the tunnel finishes blasting and ventilation danger-eliminating work, firstly, the crawler-type slag raking machine 1101 is driven to a proper position of the tunnel face, a certain distance is kept, the sufficient extending space of the slag raking machine is ensured, the horizontal hydraulic support rods 1109 and the rear-end hydraulic support legs 1110 which are fixed and extend on two sides of the slag raking machine are adjusted, and the horizontal hydraulic support rods 1109 and the rear-end hydraulic support legs 1110 are firmly supported on rock walls on the left side and the right side and on a hard rock layer of a tunnel bottom plate by means of hydraulic supporting force, so that the overall stability of the slag raking machine is improved, and the phenomenon that the rollover accident is caused by overlarge traction force provided by the traction steel wire ropes 1102 inserted by the movable guide wheels 1112 at the tail of the slag raking machine is avoided.
J2, arranging a winch working chamber outside the tunnel portal, firmly fixing a winch device through a concrete enlarged foundation and a ground anchor, and arranging a special person in the working chamber for supervision; the traction steel wire rope 1102 led out from the winch 1104 firstly passes through a fixed guide wheel 1111 at the central position of the bottom plate of the tunnel portal, then passes through a movable guide wheel 1112 arranged at the tail part of the slag raking machine, and finally passes through the movable guide wheel 1112 arranged at the tail part of the slag-carrying mine car and is connected with a fixed shaft of the slag-carrying mine car. Thus, the traction force provided by the winch 1104 can be used for dragging the slag-carrying mine car to enter the hole for loading slag and to leave the hole for carrying slag to stop.
J3, digging gravels and muck generated by blasting into a receiving shovel 1106 with a horn mouth through a slag digging arm 1105 of a slag digging machine, conveying the muck in the receiving shovel to the tail part of the slag digging machine by a conveying crawler 1108 of the slag digging machine, directly dropping into a hopper of a slag-carrying mine car 1103 just stopped behind the crawler-type slag digging machine 1101, stopping receiving the muck when the slag-carrying mine car is filled in the way, and beginning to carry slag out of the hole.
J4, when the slag-transporting mine car is unloaded, enters a hole and is loaded with slag, the slag-transporting mine car is dragged to the tail part of the slag raking machine through traction force provided by the winch 1104 to be loaded with slag, at the moment, the traction force provides power, and the slag-transporting mine car 1103 does not need to start a self-driving system; and when the slag-carrying mine car 1103 fully loaded with the slag soil carries the slag to the outside of the hole, the slag-carrying mine car is transported downwards along the steep slope of the bottom plate of the tunnel by means of self gravity, at the moment, the winch 1104 unreels, and the traction steel wire rope 1102 provides the traction force, so that the full-load mine car is prevented from being too big in self weight due to the fact that the transport speed is too big in the steep slope tunnel, and the mine car is prevented from rushing out of the tunnel platform and falling off the cliff.
J5, the guide wheel group composed of the fixed guide wheel 1111 and the movable guide wheel 1112 are all provided with a groove releasing device, as shown in fig. 11-3, namely, the traction steel wire rope 1102 passes through the guide wheel disc 1115 of the guide wheel, a rolling steel ball is arranged in the guide wheel, the guide wheel group is fixed through the support end 1113 and the central shaft 1114, and the guide wheel group is closed by the bracket protection pin 1116 at the outer side, so that the friction resistance of the traction steel wire rope is reduced, and the accident of groove releasing and breaking of the steel wire rope can be effectively avoided. In addition, the fixed guide wheel 1111 is also fixed 1117 in the concrete base of the door bottom plate through an earth anchor, so that the pulling force is avoided from pulling the fixed guide wheel out. The movable guide wheel 1112 can be firmly arranged at the tail parts of the crawler-type slag raking machine 1101 and the slag-carrying mine car 1103 through welding or bolt connection, and the relative height of the movable guide wheel does not obstruct slag loading.
J6, repeating the steps J1 to J4 until all the dregs generated by one blasting operation are transported to the out-of-hole slag yard.
In practical implementation, in step J2, the mobile monitoring system and the remote phone installed in the tunnel can be used to connect with the monitor display in the operation chamber of the hoist outside the tunnel door, so that the operator can control the conditions inside the tunnel at any time, and accurately control the slag-loading parking position and the full-loading out-of-tunnel transportation time of the slag-transporting mine car.
K. And (4) rechecking the cross section after explosion and setting the support to be fixed. The completion tunnel explodes the back and begins to carry out blasting section recheck work after slagging tap, carries out the recheck to the tunnel effect through precision measurement instruments such as total powerstation, precision level appearance and laser director promptly, and main recheck item includes: blasting excavation outline lines, flatness, tunnel slope toe, central axis and the like. And comparing and analyzing the rechecked data with a design drawing, and simultaneously carrying out positioning points of the tunnel primary support arch centering and the next blasting advance support and blasthole drilling. In addition, the support structure in the tunnel cave is positioned and paid off in the rechecking work, such as the position, elevation, perpendicularity, concentricity and other parameters of the steel arch frame.
And L, performing support construction after tunnel explosion. The tunnel supporting engineering mainly comprises two parts, namely a primary supporting structure which is rapidly completed after tunnel explosion, namely a novel primary supporting structure which is formed based on a 'new Austrian' supporting theory and comprises a supporting arch frame, a cable foot anchor pipe, a mortar anchor rod and a net hanging and spraying protection, namely, a mortar anchor rod is adopted along a blasting profile surface and is sprayed, protected and sealed by combining a double-layer reinforcing steel net piece, meanwhile, the supporting steel arch frames are sequentially arranged along the tunneling direction, and the supporting arch frames are integrally connected and reinforced by utilizing foot locking anchor rods (or anchor pipes) and arch frame connecting ribs, wherein the supporting arch frames can be spliced into a door opening form by adopting I-shaped steel, play a main supporting role and bear tunnel top load and tunnel deformation settlement load; the arch center connecting ribs and the locking anchor rods (pipes) play a role in connecting and fixing the steel arch centers, so that the arch centers are mutually connected to form an integrally stable initial supporting structure system; the exposed surrounding rock can be quickly sealed by the double-layer reinforcing mesh outside the arch ring and sprayed with concrete, and the surface of the surrounding rock in the cave is hardened to form a shell structure with certain strength; the mortar anchor rod which is driven into the surrounding rock and is anchored and filled through grouting not only has a suspension effect on the surrounding rock of the tunnel, but also can play a good supporting and reinforcing role, so that the stability of the surrounding rock is improved; and secondly, a secondary lining supporting structure in the tunnel, namely a reinforced concrete structure layer with the thickness of 30-50 cm is formed on the inner ring of the tunnel and clings to the rock wall, considering that commercial concrete pouring can not be carried out on a high mountain cliff at the tunnel construction site, and then secondary lining mould pouring concrete pouring is finished through a hydraulic trolley, a ground pump and a drum mixer, namely the hydraulic trolley with the set size is used as a template supporting system, moving tracks are arranged on two side arch frames to push and move forwards, a drum mixer is used outside a tunnel door to carry out concrete on-site mixing, and concrete conveying and pouring are carried out through the ground pump.
In actual construction, the tunnel section size is considered to be too small, the section size is further reduced after the secondary lining concrete pouring is completed, the limitation of blasting excavation construction is severe, and the procedures of blast hole drilling, slag tapping after blasting, steel arch frame supporting and the like cannot be performed. Therefore, the construction of the two lining structures in the tunnel is carried out after the tunnel full-line blasting excavation and primary support engineering are completed aiming at the small-section tunnel, so that the influence of the two on each other toggle is avoided, and the impact damage of explosive blasting shock waves to the two lining structures can be avoided.
M, according to the flow chart of the full-section smooth blasting construction method of the small-section high-altitude long steep slope tunnel shown in the figure 1. In a single blasting circulation operation, the method mainly comprises an exploration pre-support stage 101, a blasting design stage 102, a post-blasting risk-elimination slag-tapping and rechecking stage 103 and a post-blasting support stage 104. The exploration pre-support stage provides necessary technical parameters and a pre-support structure for the blasting design stage, and the reasonable effect of the blasting design stage reflects the slag tapping and support work after blasting, so that the workload and the engineering effect are directly influenced. After the step A is completed, repeating the steps B to L to perform tunnel blasting excavation and primary support, and finally performing engineering construction such as secondary lining, drainage system and the like in the step I. Through the complete technological process of the system, the full-section smooth blasting effect of the small-section long steep slope tunnel can be effectively ensured, and meanwhile, the construction efficiency can be greatly improved, the construction cost can be reduced, and the safety of blasting construction operation can be improved.
Claims (8)
1. The full-section smooth blasting construction method of the high-altitude small-section long steep slope tunnel is characterized by comprising the following steps of:
A. a tunnel portal and a portal slope treatment project;
B. geological exploration and pre-explosion advanced geological prediction construction;
C. according to different sections of the tunnel, adopting advanced large pipe sheds or advanced small pipes with different structures to carry out advanced pre-support before blasting;
D. blasting parameter design and blast hole layout optimization design, according to the section size of a tunnel face, a surrounding rock structure and the trend of a fault fracture zone, central undermining blasting is carried out by adopting a tunnel face central short pilot tunnel undermining blasting technology, reaming blasting, peripheral smooth blasting and bottom plate slag turning blasting are further completed by a millisecond difference blasting technology, the distribution condition of each blast hole of the tunnel face, the number, diameter, depth, angle, explosive loading quantity and explosive loading structure parameters are subjected to detailed analysis, design and checking calculation, and full-section smooth blasting is realized;
E. the charging is carried out by adopting the charging work combining segmented interval charging and a radial uncoupled charging structure;
F. the optimization design of the initiation system network is characterized in that a characteristic initiation system network formed by combining electric initiation, non-electric initiation and millisecond differential initiation technologies is established by combining the millisecond differential initiation technology;
G. the blasting vibration detection and control technology is implemented, according to the tunnel blasting 'cavity effect', five rows of blasting vibration monitoring points are symmetrically arranged at the positions of the connection points of the arch springing, the vault and the straight wall and the arch springing within the range of 1-5 m behind the tunnel face, and an effective blasting vibration control scheme is formulated through the analysis of blasting vibration monitoring data;
H. blasting;
I. dust fall, ventilation and danger elimination after explosion, and automatic spraying system pair chamber after explosionThe dust particles in the blast furnace dust fall, and the axial flow fan is used for pressing in type ventilation mode to remove CO, NO and SO generated by blast smoke and blasting2、H2S, ventilating, and finally detecting and eliminating danger by using a toxic and harmful gas detector;
J. slag is discharged after explosion; explode the trackless reverse traction slag tapping technique that the back adopted of slagging tap comprises crawler-type slagging-off machine (1101), traction wire rope (1102), slag-carrying mine car (1103), hoist engine (1104) and direction wheelset, its high efficiency, accomplish fast and explode the back concrete step of slagging tap and include: j1, when the tunnel finishes blasting and ventilating danger-eliminating work, firstly, driving a crawler-type slag-raking machine (1101) to a proper position of a tunnel face, keeping a certain distance, ensuring that the slag-raking machine has enough extension space, adjusting, fixing and extending horizontal hydraulic support rods (1109) and rear-end hydraulic support legs (1110) at two sides of the slag-raking machine, and firmly supporting the horizontal hydraulic support rods and the rear-end hydraulic support legs on rock walls at the left side and the right side and on a hard rock layer of a tunnel bottom plate by virtue of hydraulic supporting force;
j2, arranging a winch working chamber outside the tunnel portal, and firmly fixing a winch device through a concrete enlarged foundation and a ground anchor; a traction steel wire rope (1102) led out by a winch (1104) firstly passes through a fixed guide wheel (1111) at the central position of a bottom plate of a tunnel portal, then passes through a movable guide wheel (1112) arranged at the tail part of the slag raking machine, and finally passes through the movable guide wheel (1112) arranged at the tail part of the slag-carrying mine car and is connected with a fixed shaft of the slag-carrying mine car;
j3, digging gravels and muck generated by blasting into a receiving shovel (1106) with a horn mouth through a slag raking arm (1105) of a slag raking machine, conveying the muck in the receiving shovel to the tail part of the slag raking machine through a conveying crawler belt (1108) of the slag raking machine, directly dropping into a bucket of a slag-carrying mine car (1103) which is just stopped behind the crawler-type slag raking machine (1101), stopping receiving the muck when the slag-carrying mine car is filled, and carrying slag out of the hole;
j4, when the slag-transporting mine car is unloaded, enters a hole and is loaded with slag, the slag-transporting mine car is dragged to the tail part of the slag raking machine through traction force provided by the winch (1104) to be loaded with slag, the traction force provides power, and the slag-transporting mine car (1103) does not need to start a self-driving system; when the slag-carrying mine car (1103) fully loaded with slag soil carries slag out of the tunnel, the slag-carrying mine car is transported downwards along the steep slope of the tunnel bottom plate by virtue of self gravity, the winch (1104) unreels at the moment, and a traction force is provided by the traction steel wire rope (1102), so that the condition that the mine car rushes out of the tunnel platform to cause a rock fall accident due to the fact that the transport speed is too high and the mine car cannot be controlled due to too large dead weight of the fully loaded mine car in the steep slope tunnel is avoided;
j5, a guide wheel group composed of a fixed guide wheel (1111) and a movable guide wheel (1112) are all provided with a groove disengaging device, namely a traction steel wire rope (1102) passes through a guide wheel disc (1115) of the guide wheel, a rolling steel ball is arranged in the guide wheel group, is fixed through a support end (1113) and a central shaft (1114), and is closed by a bracket protection pin (1116) at the outer side; the fixed guide wheel (1111) is also fixed in the concrete base (1117) of the bottom plate of the tunnel door through an earth anchor, and the movable guide wheel (1112) is firmly arranged at the tail parts of the crawler-type slag raking machine (1101) and the slag-transporting mine car (1103) through welding or bolt connection, and the relative height of the movable guide wheel does not hinder slag loading;
j6, repeating the steps J1 to J4 until all the dregs generated by one blasting operation are transported to an off-hole slag yard;
K. rechecking the section and positioning and paying off a support, rechecking the section outline of tunnel blasting excavation, the smooth blasting effect and the central axis condition of the tunnel by adopting a total station, a precision level gauge and a laser guide instrument, and simultaneously carrying out positioning points of a tunnel primary support arch frame and the next blasting advance support and blasthole drilling;
l, performing post-explosion support construction, wherein the post-explosion support of the tunnel comprises primary support and secondary lining construction, the primary support adopts a mortar anchor rod along the blasting profile surface and is sprayed, protected and sealed by combining double-layer reinforcing steel meshes, meanwhile, supporting steel arch frames are sequentially arranged along the tunneling direction of the tunnel, and the supporting arch frames are integrally connected and reinforced by using foot-locking anchor rods and arch frame connecting ribs; the secondary lining adopts a hydraulic trolley with a set size as a template supporting system, the hydraulic trolley is pushed to move forwards through the movable rails arranged on the arch frames at the two sides, the concrete is mixed on site by adopting a drum mixer outside a tunnel portal, and the concrete is conveyed and poured by a ground pump;
and M, repeating the step B to the step L in such a way, sequentially completing tunnel blasting excavation and primary support, and integrally performing secondary lining construction in the tunnel after the tunnel is completely penetrated.
2. The full-section smooth blasting construction method of the high-altitude small-section long steep slope tunnel according to claim 1, wherein in the step B, a detailed advance geological prediction scheme and an implementation outline are established in the blasting construction stage, and comprehensive geological prediction technology is adopted, in particular, the lithology, geological structure, hydrogeology and tunnel face self-stability condition of surrounding rock of a tunnel penetration zone is preliminarily judged through an engineering geological analysis method; adopting a tunnel geological sketch and face record prediction method to record the rock layer structure in the cave, the development condition of joint fractures, the soft and hard change conditions of fault zones and lithologic contact zones in detail, and the detailed description and record of the stability conditions of underground water and surrounding rocks; the homogeneous condition and the soft and hard condition of the front surrounding rock are analyzed through the drilling speed of the advanced drilling method, the lithology of the front surrounding rock is known through the rock particle analysis of core drilling, and the hydrogeology condition of the front surrounding rock is judged by observing the water quantity and the state flowing out of the drill hole.
3. The full-section smooth blasting construction method of the high-altitude small-section long steep slope tunnel according to claim 1, wherein in the step C, an advanced large pipe shed (402) is adopted for advanced pre-support in a tunnel portal section, specifically, 17-20 phi 108 seamless steel pipes (501) are annularly arranged at the arch crown of the tunnel portal section before blasting construction, a reinforcement cage formed by four reinforcements with the grade of C25 is inserted into the reinforcement cage, and pressure grouting is completed through a built-in grouting pipe and a grouting hole (502) in the wall of the seamless steel pipe to harden surrounding rock hardening; and the pre-support of the advanced small guide pipe (603) is to adopt a seamless steel pipe with 17-20 phi 50 arranged annularly at the section vault in the tunnel, wherein one section is supported on a support arch frame, one section is driven into surrounding rock in front of the tunnel face, the rock-entering depth at least meets the requirement of one-time blasting circulation footage plus 0.5m, and pressure grouting is carried out through a built-in grouting pipe.
4. The full-section smooth blasting construction method of the high-altitude small-section long steep slope tunnel according to claim 1, wherein in the step D, a short pilot tunnel undercutting technology is adopted, namely a hollow pilot hole (702) is arranged at the middle lower part of the tunnel face, and the depth of the hollow pilot hole exceeds one blasting circulation footage by 20-30 cm; meanwhile, 4 cutting blastholes (703) are circumferentially and symmetrically arranged around the blast furnace body to form a central cutting area (701), and the cutting blastholes are initiated preferentially to finish cutting blasting during blasting; then sequentially arranging three rows of auxiliary blastholes (705), a circle of peripheral blastholes (706) at the outermost side and a circle of bottom plate blastholes (707) from the central undermining area (701) to the periphery in an annular radial mode, and sequentially finishing reaming tunneling blasting, peripheral smooth blasting and finally bottom plate slag turning blasting according to reasonable differential blasting interval time difference during blasting;
the method is characterized in that 2# rock emulsion explosive is adopted for blasting and tunneling, a central cut blast hole adopts a large-diameter continuous coupling loading structure, an auxiliary blast hole adopts a sectional interval coupling loading structure, peripheral blast holes and bottom plate blast holes adopt small explosive cartridges for loading, and a sectional interval eccentric non-coupling loading structure is adopted.
5. The full-section smooth blasting construction method for the high-altitude small-section long-steep-slope tunnel according to claim 1, wherein in the step E, a characteristic explosive loading device capable of flexibly adjusting the axial distribution and specific position of the explosive in the blasthole and the radial spatial position of the explosive cartridge in the blasthole is adopted, specifically, the gap between the explosive cartridge and the hole wall is flexibly adjusted through adjustable fixing rings and fixing jacking supports arranged on inner rings at two ends of the explosive cartridge, and the axial distribution and the specific explosive loading position of the explosive are accurately controlled by using a graduated explosive feeding rod.
6. The full-section smooth blasting construction method of the high-altitude small-section long steep slope tunnel according to claim 1, wherein in the step F, a characteristic blasting system network suitable for full-section blasting of the small-section steep slope tunnel is formed by combining an electric blasting technology, a non-electric blasting technology and a millisecond differential blasting technology in a cluster-parallel-cluster-link blasting network connection mode according to a tunnel face blasthole charge structure and a blasting sequence; specifically, the explosive is processed through a capacitive exploder (804) → professional booster lead (805) → electric detonator (806) → plastic detonator (807) → non-electric millisecond delay detonator (808) → plastic detonator (807) → explosive; the method is characterized in that an electric initiation system is adopted outside a tunnel portal, a plastic detonating tube non-electric initiation system with efficient detonation propagation is adopted in a tunnel portal, and then sequential initiation is realized according to the distribution condition of each blast hole of a tunnel face through the delay effect generated by different doses of slow-burning agents filled in a non-electric millisecond delay detonator, so that the smooth blasting of hole forming through full-section one-time blasting of the whole tunnel face is realized.
7. The full-section smooth blasting construction method of the high-altitude small-section long steep slope tunnel according to claim 1, characterized in that in the step G, five rows of blasting vibration monitoring points (1004) are symmetrically arranged at the connecting points of the arch springing, the arch crown and the straight wall and the arc crown in the range of 5m of the excavated area (1001) behind the tunnel face according to the blasting vibration wave propagation principle and the resonance effect, and a blasting vibration control scheme is formulated through the analysis of blasting vibration monitoring data;
specifically, firstly, a circle of vibration reduction holes are arranged in a ring center guide hole in a blasting cut area to reduce vibration generated by cut blasting due to the effect of overcoming clamping; simultaneously, the differential detonation interval time difference of each blast hole on the tunnel face is reasonably adjusted, and a jump-section millisecond differential detonator is adopted to realize off-peak blasting and avoid the reinforcing caused by the mutual superposition of blasting vibration peak values; and finally, the explosive loading concentration of each blasthole is reduced by changing the axial interval distribution of the explosives in each blasthole, the explosive power of the explosives in unit space is reduced, the explosive peak pressure is effectively reduced by utilizing the spacer layer in the explosive radial non-coupling loading structure in each blasthole, and the blasting vibration is reduced.
8. The full-face smooth blasting construction method of high-altitude small-section long steep-slope tunnel according to claim 1, wherein in step J2, a mobile monitoring system and a remote telephone are further provided in the tunnel and connected with a monitor display in a hoist operating room outside the tunnel door, so that an operator can control the conditions in the tunnel at any time, and accurately control the slag-loading parking position and the full-load exit transportation time of the slag-transporting mine car.
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| CN113187502B (en) * | 2021-04-21 | 2024-04-09 | 中铁二院成都勘察设计研究院有限责任公司 | Slag discharging method for tunnel construction by drilling and blasting method |
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| CN113390309A (en) * | 2021-05-19 | 2021-09-14 | 新疆工程学院 | Complex rock blasting method for open pit coal mine in arid region |
| CN113919031B (en) * | 2021-10-20 | 2024-08-02 | 湖南工商大学 | Calculation method and system for tunnel primary support structure deformation under blasting dynamic load |
| CN114352300B (en) * | 2021-12-07 | 2024-02-02 | 江苏徐工工程机械研究院有限公司 | Digital drilling and blasting excavation system and excavation method |
| CN115142891B (en) * | 2022-05-11 | 2024-10-18 | 中铁广州工程局集团第三工程有限公司 | Construction method based on new Otto method and combining mechanical excavation with drilling and blasting method |
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