CN104314573B - A kind of hard rock tunnel construction method based on waterpower cutting - Google Patents
A kind of hard rock tunnel construction method based on waterpower cutting Download PDFInfo
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- CN104314573B CN104314573B CN201410522789.7A CN201410522789A CN104314573B CN 104314573 B CN104314573 B CN 104314573B CN 201410522789 A CN201410522789 A CN 201410522789A CN 104314573 B CN104314573 B CN 104314573B
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D9/003—Arrangement of measuring or indicating devices for use during driving of tunnels, e.g. for guiding machines
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D9/1066—Making by using boring or cutting machines with fluid jets
Abstract
The invention discloses a kind of hard rock tunnel construction method based on waterpower cutting, constructed to front point of multiple tunnels sections along longitudinal extension direction, tunnel by rear, when constructing to any one tunnel sections, process is as follows: one, Grades of Surrounding Rock forward probe; Two, construction parameter is determined: determined construction parameter comprises the cutting parameter of hydraulic cutting machine and the splitting power of hydraulic splitting machine; Three, current institute construction tunnel segmental construction: constructed to front point of multiple cutting sections to current institute construction tunnel sections along longitudinal extension direction, tunnel by rear, when constructing to any one cutting sections, process is as follows: preparation of construction; Waterpower is cut; Hydraulic splitting; Rectangle cutting block is transported outward; Four, step one is repeatedly repeated to three, until complete the work progress of constructed hard rock tunnel.The inventive method step is simple, realize convenient and input cost is lower, efficiency of construction is high, and construction effect is good, can easy, the work progress that completes hard rock tunnel fast.
Description
Technical field
The invention belongs to technical field of tunnel construction, especially relate to a kind of hard rock tunnel construction method based on waterpower cutting.
Background technology
Hard rock tunnel refers to that the country rock of tunnel excavation section is the construction tunnel of solid rock, as sedimentary rock, igneous rock, metamorphic rock etc.The construction method of tradition hard rock tunnel mainly contains following two kinds, i.e. drilling and blasting method and TBM tunnel boring machine method.Wherein, drilling and blasting method refers to and is drilled with big gun hole at tunnel tunnel face and loads explosive, rely on explosive blasting energy fractured rock, thus form the method for tunnel cross-section, drilling and blasting method is the main method of Present Domestic constructing tunnel, but this construction method exists following shortcoming: 1) relaxation zone can be formed in concussion of blasting, affect country rock monolithic stability; 2) section is easily caused to backbreak; 3) explosion produces a large amount of pernicious gas and dust, contaminated air; 4) vibrations and noise may cause and disturb residents; 5) waste causes the wasting of resources, and occupies cultivated land.
TBM tunnel boring machine method mainly uses TBM tunnel machine, excavated by rotating tool, utilize powerful thrust and the shearing force fractured rock of machinery, its equipment volume and weight is larger, expensive, energy consumption is large, require high to the technical quality of operating personnel, holistic cost is high.Compared with drilling and blasting method, though TBM tunnel boring machine method has the advantages such as work is comparatively safe, driving speed is very fast, but the Rear impact due to TBM tunnel machine is the key factor of satisfied continuous speedy drivage, it transports layout, transport capacity, water supply, drain discharge, draft type and blast, air quantity, spray anchor, concrete pipe sheet is installed, beans gravel sprays, the speed of grouting, must match with driving speed.But, up to now, the basic Tunneling Principle of various forms rock ripper does not change, all utilize very high pressure to carry out fractured rock, thus realize driving, its obvious defect is: the first, because high pressure comes from support boots, and supports on boots and face and bring out rock burst and landslide most probably to the immense pressure of rock; The second, frictional force is tunneled very large, very high to the wearing and tearing of cutter and development machine; Three, due to Tunneling Principle restriction, driving speed is comparatively slow, causes the duration very long; If the 4th solid cutter is damaged, need whole development machine to exit tunnel, readvance after changing cutterhead Working position, complicated operation, length consuming time.
Summary of the invention
Technical problem to be solved by this invention is for above-mentioned deficiency of the prior art, a kind of hard rock tunnel construction method based on waterpower cutting is provided, its method step is simple, realization is convenient and input cost is lower, efficiency of construction is high, construction effect is good, can easy, the work progress that completes hard rock tunnel fast.
For solving the problems of the technologies described above, the technical solution used in the present invention is: a kind of hard rock tunnel construction method based on waterpower cutting, it is characterized in that: constructed to front point of multiple tunnels sections to constructed hard rock tunnel along longitudinal extension direction, tunnel by rear, the construction method of multiple described tunnels sections is all identical; To when in constructed hard rock tunnel, any one tunnel sections is constructed, all adopt hydraulic cutting machine to combine with hydraulic splitting machine and construct, process is as follows:
Step one, Surrounding Rock Strength forward probe: forward probe is carried out to the Surrounding Rock Strength of current institute construction tunnel sections;
Step 2, construction parameter are determined: according to Grades of Surrounding Rock determined in step one, determine the construction parameter of current institute construction tunnel sections; Determined construction parameter comprises the cutting parameter of hydraulic cutting machine and the splitting power of described hydraulic splitting machine; Described cutting parameter comprises high-pressure water shot flowing pressure, depth of cut and cutting speed, and wherein Surrounding Rock Strength is higher, and high-pressure water shot flowing pressure is larger, and depth of cut and cutting speed are all less; The splitting power of described hydraulic splitting machine is determined by the depth of cut of hydraulic cutting machine, and the depth of cut of hydraulic cutting machine is larger, and the splitting power of described hydraulic splitting machine is less;
Step 3, current institute construction tunnel segmental construction: by rear extremely front point of multiple cutting sections, current institute construction tunnel sections is constructed along longitudinal extension direction, tunnel, the construction method of multiple described cutting sections is all identical, and described cutting sections is consistent with the depth of cut of hydraulic cutting machine determined in step 2 along the longitudinal length in longitudinal extension direction, tunnel; To when in current institute construction tunnel sections, any one cutting sections is constructed, process is as follows:
Step 301, preparation of construction: by construction survey, survey the Tunnel excavation contour line setting out current cutting sections of construct, and current construct cut sections excavated section on indicate described Tunnel excavation contour line;
Step 302, waterpower are cut: according to cutting parameter determined in step 2, adopt hydraulic cutting machine to carry out cutting construction to current the country rock cutting sections of construct, comprise the following steps:
Step 3021, outline excavation Linear cut: adopt hydraulic cutting machine, in step 301, survey the Tunnel excavation contour line set out cut, and form cutting wheel profile;
Step 3022, straight cuts: adopt hydraulic cutting machine to carry out straight cuts in the horizontal and vertical directions, and the country rock being positioned at the profile of cutting wheel described in step 3021 is cut into multiple rectangle cutting block;
Multiple described rectangle cutting block divides M to arrange N row to lay, and wherein M and N is positive integer and the two is all greater than 3; M arranges described rectangle cutting block and from top to bottom lays, and is all separated by one transverse cuts seam between the described rectangle cutting block of neighbouring two row; N arranges described rectangle cutting block and lays from left to right, all separates by vertically cutting seam together between the described rectangle cutting block of adjacent two row in left and right;
Step 303, hydraulic splitting: according to splitting power determined in step 2, adopt described hydraulic splitting machine transversely to cut seam and/or vertical cutting seam carries out splitting, described rectangle cutting block multiple in step 3022 is all got off from current the excavated section splitting of cutting sections of construct; After the equal splitting of multiple described rectangle cutting block is got off, form the excavated section of next cutting sections;
Step 304, rectangle cutting block are transported outward: adopt haulage device, multiple described rectangle cutting block splitting in step 304 got off is transported to outside current Tunnel of having constructed;
Step 305, next cutting segmental construction: according to the direction described in step 301 to step 304, construct to next one cutting sections;
Step 306, repeatedly repetition step 305, until complete the work progress of all cutting sections in current institute construction tunnel sections;
Step 4, repeatedly repeat step one to step 3, until complete the work progress of all tunnels sections in constructed hard rock tunnel.
Above-mentioned a kind of hard rock tunnel construction method based on waterpower cutting, is characterized in that: described hydraulic cutting machine is high-pressure water cutter.
Above-mentioned a kind of hard rock tunnel construction method based on waterpower cutting, is characterized in that: advanced geology prediction system described in step one is horizontal protruded drill hole; When carrying out forward probe by horizontal protruded drill hole, horizontal drilling equipment is adopted to drill through horizontal drilling hole on the face of current institute construction tunnel sections, utilize the horizontal drilling hole that drills through and carry out direct detection according to the prediction methods of horizontal protruded drill hole, the horizontal drilling hole drilled through is laid along the longitudinal extension direction of current institute construction tunnel sections.
Above-mentioned a kind of hard rock tunnel construction method based on waterpower cutting, it is characterized in that: the quantity in described horizontal drilling hole is three, three described horizontal drilling holes are laid on three summits of an equilateral triangle; Three described horizontal drilling holes are respectively left boring, right boring and middle boring, described left boring and right boring lay respectively at the left and right sides of current institute construction tunnel sections and the two is laid in same level, and described middle boring is positioned at above or below described left boring;
The degree of depth in described horizontal drilling hole is 20m ~ 40m; When constructed hard rock tunnel is single-track tunnel, the length of side of described equilateral triangle is 3.5m ~ 4.5m; When constructed hard rock tunnel is double track tunnel, the length of side of described equilateral triangle is 6m ~ 8m.
Above-mentioned a kind of hard rock tunnel construction method based on waterpower cutting, is characterized in that: the intersection of described horizontal drilling hole described in step 3022 between transverse cuts seam and vertical cutting seam; When carrying out straight cuts in step 3022, using described horizontal drilling hole as the cutting point of hydraulic cutting machine; When carrying out hydraulic splitting in step 303, the splitting rifle of described hydraulic splitting machine is inserted in transverse cuts seam, vertical cutting seam or described horizontal drilling hole and carries out splitting.
Above-mentioned a kind of hard rock tunnel construction method based on waterpower cutting, is characterized in that: when carrying out hydraulic splitting in step 303, is inserted by the splitting rifle of described hydraulic splitting machine and vertically cuts seam, and vertically cutting seam carries out horizontal splitting from top to bottom.
Above-mentioned a kind of hard rock tunnel construction method based on waterpower cutting, it is characterized in that: described hydraulic cutting machine comprises waterpower cutter head device, the water system that connected with described waterpower cutter head device by fluid pressure line and to be arranged on described fluid pressure line and to described water system provide water to carry out the booster pump of supercharging, described waterpower cutter head device is arranged on moving track, described moving track is provided with the electric driving mechanism driving the movement of described waterpower cutter head device, described electric driving mechanism and described increase pump control by control system.
Above-mentioned a kind of hard rock tunnel construction method based on waterpower cutting, is characterized in that: carry out construction parameter in step 2 when determining, described cutting parameter also comprises the range of hydraulic cutting machine; The range of hydraulic cutting machine is determined jointly by the high-pressure water shot flowing pressure of hydraulic cutting machine, depth of cut and cutting speed; When carrying out waterpower cutting in step 302, hydraulic cutting machine need be adopted to carry out trial cut to current the country rock that cuts sections of construct and to cut, and cut result according to trial cut, the cutting parameter of hydraulic cutting machine is determined;
When the cutting parameter of hydraulic cutting machine is determined, also need to determine cutting-height and cutting thickness, and the cut lengths of depth of cut, cutting-height and cutting thickness composition hydraulic cutting machine, wherein cutting-height is the spacing described in neighbouring twice between transverse cuts seam, and cutting thickness is the spacing between cutting seam vertical described in the adjacent twice in left and right; The splitting power of described hydraulic splitting machine is determined by the cut lengths of hydraulic cutting machine, the splitting power of described hydraulic splitting machine and cutting thickness and cutting-height all proportional, and the splitting power of described hydraulic splitting machine and depth of cut are inversely proportional to.
Above-mentioned a kind of hard rock tunnel construction method based on waterpower cutting, is characterized in that: when carrying out straight cuts in step 3022, first adopts hydraulic cutting machine in the vertical direction to carry out straight cuts, and is formed described in multiple tracks and vertically cut seam; Afterwards, then adopt hydraulic cutting machine to carry out straight cuts in the horizontal direction, and form transverse cuts seam described in multiple tracks;
When carrying out outline excavation Linear cut in step 3021, adopt hydraulic cutting machine, cut along described Tunnel excavation contour line from the bottom to top; When in the vertical direction carries out straight cuts in step 3022, hydraulic cutting machine is adopted to cut from the bottom to top; When carrying out straight cuts in step 3022 in the horizontal direction, hydraulic cutting machine is adopted to cut from left to right or from right to left; Further, to when described in multiple tracks, transverse cuts seam cuts, cut from the bottom to top.
Above-mentioned a kind of hard rock tunnel construction method based on waterpower cutting, is characterized in that: the Grades of Surrounding Rock determining current institute construction tunnel sections in step one is I grade of country rock or II grade of country rock;
Construction parameter is carried out when determining in step 2, when the Grades of Surrounding Rock of current institute construction tunnel sections is I grade of country rock, the high-pressure water shot flowing pressure of hydraulic cutting machine is 420MPa ~ 480MPa, depth of cut D=25cm ~ 35cm, and cutting speed is 4m/min ~ 6m/min; The splitting power of described hydraulic splitting machine is 85t ~ 95t;
When the Grades of Surrounding Rock of current institute construction tunnel sections is II grade of country rock, the high-pressure water shot flowing pressure of hydraulic cutting machine is 350MPa ~ 410Mpa, depth of cut D=45cm ~ 55cm, and cutting speed is 6m/min ~ 8m/min; The splitting power of described hydraulic splitting machine is 45t ~ 55t;
Spacing in step 3022 described in neighbouring twice between transverse cuts seam is 45cm ~ 55cm, and the spacing described in the adjacent twice in left and right between vertical cutting seam is 25cm ~ 35cm.
The present invention compared with prior art has the following advantages:
1, method step is simple, realization is convenient and it is lower to drop into construction cost.
2, the equipment adopted is simple and take up room little, and mainly comprise hydraulic cutting machine (8), hydraulic splitting machine and dump truck, thus equipment cost is lower, and requires very low to the technical quality of operating personnel, operates simple and easy.
3, work progress easy and be easy to control, efficiency of construction is high, mainly comprise preparation of construction, unwrapping wire, horizontal resection, vertical cutting, hydraulic splitting fracture and the operation such as rectangle cutting block outward transport, utilize high-pressure water cutter by tunnel contour Linear cut certain depth, rock is cut into latticed by the horizontal spacing of correspondence and vertical spacing simultaneously, then utilize the splitting of hydraulic splitting machine to fracture stripping and slicing, complete the cutting excavation of hard rock tunnel.
4, energy conservation, compared with TBM tunnel boring machine method, cost of equipment, power consumption significantly reduce, and even without power supply, also can construct, programming can ensure.
5, the rectangle cutting block cut down can be used as good constructional materials, can turn waste into wealth, economize on resources, and meets green construction, energy-conserving and environment-protective requirement.
6, tunnel excavation good forming effect and excavation quality are easy to control, and can reduce supporting expense simultaneously, cost-saving.Compared with drilling and blasting method, the vibrations produced in work progress are less, country rock monolithic stability can not be affected, and excavated section structure control is simple and easy and not easily cause section to backbreak, pernicious gas and dust can not be produced in work progress simultaneously, the vibrations and noise that disturb residents can not be produced, the waste residue that also can not produce considerable damage external environment and occupy cultivated land.In addition, with TBM tunnel boring machine method, there is the advantages such as work progress safety, driving speed be very fast, and owing to relying on high-pressure water jet to cut, thus less to all sides rock pressure in cutting process, not easily bring out rock burst and landslide; Simultaneously, there will not be the phenomenon of cutter and development machine wearing and tearing, duration of service is longer, correspondingly there will not be the problem affecting the construction period because changing cutterhead, work progress is simple and operate simple and easy in addition, and hydraulic cutting machine (8) can realize control system and automatically control cutting, and not only cut quality is easy to ensure, and cutting speed is fast, the construction period is short.
7, construction effect is good and practical value is high, the present invention utilizes ultrahigh pressure cutting method to excavate hard rock tunnel, shockproof in waterpower cutting process, without backbreaking, pollution-free and noiseless, the sillar cut down can be used as high-quality and paves stone material, has good economic and social benefit.Further, adopt present invention effectively prevents that explosion causes backbreak, country rock disturbance, air pollution, cutting block is large, reduces energy consumption, and the sillar simultaneously after cutting can be used as constructional materials, decreases the wasting of resources.
In sum, the inventive method step is simple, realization is convenient and input cost is lower, efficiency of construction is high.Construction effect is good, can easy, the work progress that completes hard rock tunnel fast, and the technology of the present invention is advanced, method is simple, energy-conserving and environment-protective and resource can reuse, and reduces tunnel surrounding disturbance, can significantly reduce support work amount, reduce costs; And work progress is substantially without waste residue, cutting block can be used as building materials, having a extensive future of the hard rock such as granite, sandstone stratum.
Below by drawings and Examples, technical scheme of the present invention is described in further detail.
Accompanying drawing explanation
Fig. 1 is method flow block diagram of the present invention.
Fig. 2 is the cutting structure schematic diagram of waterpower of the present invention cutting.
Fig. 3 is the cut state schematic diagram that employing the present invention carries out when waterpower is cut.
Fig. 4 adopts by the present invention the using state reference diagram of waterpower cutter head device.
Description of reference numerals:
1-cutting wheel profile; 2-rectangle cutting block; 3-transverse cuts is stitched;
4-vertically cut seam; 5-horizontal drilling hole; 6-moving track;
7-nozzle; 8-hydraulic cutting machine;
9-current Tunnel of having constructed.
Detailed description of the invention
A kind of hard rock tunnel construction method based on waterpower cutting as shown in Figure 1, constructed to front point of multiple tunnels sections to constructed hard rock tunnel along longitudinal extension direction, tunnel by rear, the construction method of multiple described tunnels sections is all identical; To when in constructed hard rock tunnel, any one tunnel sections is constructed, all adopt hydraulic cutting machine 8 to combine with hydraulic splitting machine and construct, process is as follows:
Step one, Surrounding Rock Strength forward probe: forward probe is carried out to the Surrounding Rock Strength of current institute construction tunnel sections.
Step 2, construction parameter are determined: according to Grades of Surrounding Rock determined in step one, determine the construction parameter of current institute construction tunnel sections; Determined construction parameter comprises the cutting parameter of hydraulic cutting machine 8 and the splitting power of described hydraulic splitting machine; Described cutting parameter comprises high-pressure water shot flowing pressure, depth of cut and cutting speed, and wherein Surrounding Rock Strength is higher, and high-pressure water shot flowing pressure is larger, and depth of cut and cutting speed are all less; The splitting power of described hydraulic splitting machine is determined by the depth of cut of hydraulic cutting machine 8, and the depth of cut of hydraulic cutting machine 8 is larger, and the splitting power of described hydraulic splitting machine is less.
Step 3, current institute construction tunnel segmental construction: by rear extremely front point of multiple cutting sections, current institute construction tunnel sections is constructed along longitudinal extension direction, tunnel, the construction method of multiple described cutting sections is all identical, and described cutting sections is consistent with the depth of cut of hydraulic cutting machine 8 determined in step 2 along the longitudinal length in longitudinal extension direction, tunnel; To when in current institute construction tunnel sections, any one cutting sections is constructed, process is as follows:
Step 301, preparation of construction: by construction survey, survey the Tunnel excavation contour line setting out current cutting sections of construct, and current construct cut sections excavated section on indicate described Tunnel excavation contour line.
Step 302, waterpower are cut: composition graphs 3, according to cutting parameter determined in step 2, adopt hydraulic cutting machine 8 to carry out cutting construction to current the country rock cutting sections of construct, comprise the following steps:
Step 3021, outline excavation Linear cut: adopt hydraulic cutting machine 8, in step 301, survey the Tunnel excavation contour line set out cut, and form cutting wheel profile 1.
Step 3022, straight cuts: adopt hydraulic cutting machine 8 to carry out straight cuts in the horizontal and vertical directions, and the country rock being positioned at the profile of cutting wheel described in step 3,021 1 is cut into multiple rectangle cutting block 2.In the present embodiment, it is all identical with the depth of cut of carrying out straight cuts in step 3022 to carry out outline excavation Linear cut in step 3021.
As shown in Figure 2, multiple described rectangle cutting block 2 points of M arrange N row and lay, and wherein M and N is positive integer and the two is all greater than 3.M arranges described rectangle cutting block 2 and from top to bottom lays, and is all separated by one transverse cuts seam 3 between the described rectangle cutting block 2 of neighbouring two row; N arranges described rectangle cutting block 2 and lays from left to right, all separates by vertically cutting seam 4 together between the described rectangle cutting block 2 of adjacent two row in left and right.
Step 303, hydraulic splitting: according to splitting power determined in step 2, adopt described hydraulic splitting machine transversely to cut seam 3 and/or vertical cutting seam 4 carries out splitting, described rectangle cutting block 2 multiple in step 3022 is all got off from current the excavated section splitting of cutting sections of constructing; After all splitting is got off until multiple described rectangle cutting block 2, form the excavated section of next cutting sections.
Step 304, rectangle cutting block are transported outward: adopt haulage device, the multiple described rectangle cutting block 2 splitting in step 304 got off is transported to outside current Tunnel 9 of having constructed;
Step 305, next cutting segmental construction: according to the direction described in step 301 to step 304, construct to next one cutting sections;
Step 306, repeatedly repetition step 305, until complete the work progress of all cutting sections in current institute construction tunnel sections.
Step 4, repeatedly repeat step one to step 3, until complete the work progress of all tunnels sections in constructed hard rock tunnel.
In the present embodiment, haulage device described in step 304 is dump truck.
In the present embodiment, when carrying out Surrounding Rock Strength forward probe in step one, carry out forward probe by advanced geology prediction system, and determine the Grades of Surrounding Rock of current institute construction tunnel sections.
In the present embodiment, when the cutting parameter of hydraulic cutting machine 8 being determined in step 2, also need to determine cutting-height and cutting thickness, wherein cutting-height is the spacing described in neighbouring twice between transverse cuts seam 3, and cutting thickness is the spacing between cutting seam 4 vertical described in the adjacent twice in left and right.And the cut lengths of depth of cut, cutting-height and cutting thickness composition hydraulic cutting machine 8, wherein cutting-height is the spacing described in neighbouring twice between transverse cuts seam 3, and cutting thickness is the spacing between cutting seam 4 vertical described in the adjacent twice in left and right; The splitting power of described hydraulic splitting machine is determined by the cut lengths of hydraulic cutting machine 8, the splitting power of described hydraulic splitting machine and cutting thickness and cutting-height all proportional, and the splitting power of described hydraulic splitting machine and depth of cut are inversely proportional to
In the present embodiment, the Grades of Surrounding Rock determined in step one is higher, and high-pressure water shot flowing pressure is larger, and depth of cut and cutting speed are all less.
In the present embodiment, the Grades of Surrounding Rock determining current institute construction tunnel sections in step one is I grade of country rock or II grade of country rock.
According to the regulation of existing " Design of Railway Tunnel specification " (TB10003-2005) 3.2.7 article, tunnel surrounding rank is divided into six grades, I grade, II grade, III grade, IV grade, V grade and VI grade respectively, wherein Grades of Surrounding Rock higher (namely numeral is less), rock property is better.
Wherein, the principal works geologic feature of I grade of country rock is pole hard rock (saturated uniaxial compressive strength Rc > 60MPa): slight by Geological Structure Effect, joint agensis, without Weak face (or interlayer); Stratified rock is huge thick-layer or thick-layer, and Coating combination is good, and rock mass is complete.The structural form of I grade of country rock and good working condition are for being huge block overall structure.Stable state (single line) after I grade of country rock excavation is adjoining rock stability, without caving in, may produce rock burst.I grade of country rock longitudinal elastic wave speed v
p> 4.5km/s.
The principal works geologic feature of II grade of country rock is hard rock (saturated uniaxial compressive strength Rc > 30MPa): slighter by Geological Structure Effect, joint is comparatively grown, have a small amount of Weak face (or interlayer) and throughly part joint a little, but its occurrence and the unlikely generation of syntagmatic are slided; Stratified rock is medium bed or thick-layer, and Coating combination is general, seldom has segregation phenomenon, or presss from both sides weak rock for hard rock is even.The structural form of II grade of country rock and good working condition are for being huge piece or large blocked structure.Stable state (single line) after II grade of country rock excavation is long for open-assembly time, may occur that local is little and cave in; Sidewall is stablized; The easy slump of mild rock stratum roof plate of Coating combination difference.II grade of country rock longitudinal elastic wave speed v
pfor 3.5km/s ~ 4.5km/s.
In the present embodiment, advanced geology prediction system described in step one is horizontal protruded drill hole; When carrying out forward probe by horizontal protruded drill hole, horizontal drilling equipment is adopted to drill through horizontal drilling hole 5 on the face of current institute construction tunnel sections, utilize the horizontal drilling hole 5 that drills through and carry out direct detection according to the prediction methods of horizontal protruded drill hole, the horizontal drilling hole 5 drilled through is laid along the longitudinal extension direction of current institute construction tunnel sections.
That is, adopt probing method, the method namely utilizing boring and coring to carry out sample analysis carries out Grades of Surrounding Rock judgement.
In the present embodiment, the intersection of described horizontal drilling hole 5 described in step 3022 between transverse cuts seam 3 and vertical cutting seam 4; When carrying out straight cuts in step 3022, using described horizontal drilling hole as the cutting point of hydraulic cutting machine 8; When carrying out hydraulic splitting in step 303, the splitting rifle of described hydraulic splitting machine is inserted in transverse cuts seam 3, vertical cutting seam 4 or described horizontal drilling hole and carries out splitting.
During practice of construction, during cutting point when horizontal drilling hole 5 is cut as waterpower, be more conducive to cutting and improve cutting efficiency.And when the insertion point of horizontal drilling hole 5 as splitting rifle during described hydraulic splitting machine splitting, so that easy, the quick splitting rock block of splitting function.
In the present embodiment, the quantity in described horizontal drilling hole 5 is three, and three described horizontal drilling holes 5 are laid on three summits of an equilateral triangle.
Three described horizontal drilling holes 5 are respectively left boring, right boring and middle boring, described left boring and right boring lay respectively at the left and right sides of current institute construction tunnel sections and the two is laid in same level, and described middle boring is positioned at above or below described left boring.In the present embodiment, as shown in Figure 2, described middle boring is positioned at the top of described left boring.Further, described left boring and right boring are all positioned at the middle part of current institute construction tunnel sections.
During practice of construction, when constructed hard rock tunnel is single-track tunnel, the length of side of described equilateral triangle is 3.5m ~ 4.5m; When constructed hard rock tunnel is double track tunnel, the length of side of described equilateral triangle is 6m ~ 8m.In the present embodiment, when constructed hard rock tunnel is single-track tunnel, the length of side of described equilateral triangle is about 4m.Wherein, described single-track tunnel refers in Tunnel and is laid with a railway line, and described double track tunnel refers in Tunnel and is laid with round two railway lines.
Actual when holing, the degree of depth in described horizontal drilling hole 5 is 20m ~ 40m.In the present embodiment, the degree of depth in described horizontal drilling hole 5 is 30m.During practice of construction, can according to specific needs, the degree of depth in horizontal drilling hole 5 be adjusted accordingly.
In the present embodiment, described hydraulic cutting machine 8 is high-pressure water cutter.
Composition graphs 4, the water system that described hydraulic cutting machine 8 comprises waterpower cutter head device, connected with described waterpower cutter head device by fluid pressure line and to be arranged on described fluid pressure line and to described water system provide water to carry out the booster pump of supercharging, described waterpower cutter head device is arranged on moving track 6, described moving track 6 is provided with the electric driving mechanism driving the movement of described waterpower cutter head device, described electric driving mechanism and described increase pump control by control system.
In the present embodiment, described waterpower cutter head device is nozzle 7.
During practice of construction, described fluid pressure line adopts high-voltage tube, and pipe joint all selects high-quality active joint, and pipeline connects must meet specification, standard-required, guarantees to connect reliably.
Construction parameter is carried out when determining in step 2, when the Grades of Surrounding Rock of current institute construction tunnel sections is I grade of country rock, the high-pressure water shot flowing pressure of hydraulic cutting machine 8 is 420MPa ~ 480MPa, depth of cut D=25cm ~ 35cm, and cutting speed is 4m/min ~ 6m/min; The splitting power of described hydraulic splitting machine is 85t ~ 95t.
When the Grades of Surrounding Rock of current institute construction tunnel sections is II grade of country rock, the high-pressure water shot flowing pressure of hydraulic cutting machine 8 is 350MPa ~ 410Mpa, depth of cut D=45cm ~ 55cm, and cutting speed is 6m/min ~ 8m/min; The splitting power of described hydraulic splitting machine is 45t ~ 55t.
In the present embodiment, when the Grades of Surrounding Rock of current institute construction tunnel sections is I grade of country rock, the high-pressure water shot flowing pressure of hydraulic cutting machine 8 is 450MPa, depth of cut D=30cm, and cutting speed is 5m/min; The splitting power of described hydraulic splitting machine is 90t.When the Grades of Surrounding Rock of current institute construction tunnel sections is II grade of country rock, carry out construction parameter in step 2 when determining, the high-pressure water shot flowing pressure of hydraulic cutting machine 8 is 380Mpa, depth of cut D=50cm, and cutting speed is 7m/min; The splitting power of described hydraulic splitting machine is 50t.During practice of construction, can according to specific needs, the splitting power of the high-pressure water shot flowing pressure of hydraulic cutting machine 8, depth of cut and cutting speed and described hydraulic splitting machine is adjusted accordingly.
In the present embodiment, carry out construction parameter in step 2 when determining, described cutting parameter also comprises the range of hydraulic cutting machine 8; The range of hydraulic cutting machine 8 is determined jointly by the high-pressure water shot flowing pressure of hydraulic cutting machine 8, depth of cut and cutting speed; When carrying out waterpower cutting in step 302, hydraulic cutting machine 8 need be adopted to carry out trial cut to current the country rock that cuts sections of construct and to cut, and cut result according to trial cut, the cutting parameter of hydraulic cutting machine 8 is determined.
Actual carry out waterpower cutting before, need lay the moving track 6 for the movement of described waterpower cutter head device on the excavated section of current cutting sections of constructing, described moving track 6 comprises for cutting transverse cuts seam 3 and the vertical cutting linear path of seam 4 and the switchback railway for cutting described cutting wheel profile 1.Actual carry out waterpower cutting time, adjusted by the range of spacing to hydraulic cutting machine 8 between described moving track 6 and current the excavated section cutting sections of constructing, that is, adjust described moving track 6 by front and back and can carry out easy adjustment to the range of hydraulic cutting machine 8.Wherein, the range of hydraulic cutting machine 8 is by water jet blade (i.e. the spout of nozzle 7) is to the vertical distance of cut surface (i.e. the excavated section of current construction cutting sections).
Thus, before carrying out waterpower cutting in step 302, first carry out trial cut according to predetermined cutting parameter and cut, then cut result according to trial cut, the cutting parameter of hydraulic cutting machine 8 is adjusted in time, finally determines the cutting parameter of hydraulic cutting machine 8.
In actual use procedure, moving track 6 can be arranged on track support, and described track support is moved forward and backward by the drive of carriage drive mechanism, described carriage drive mechanism is controlled by described control system.Like this, the cutting parameter of hydraulic cutting machine 8 all controls by described control system, as by as described in control system control the easy high-pressure water shot flowing pressure to hydraulic cutting machine 8 of described booster pump energy and adjust, control described carriage drive mechanism by described control system to control range, can control cutting speed by controlling described electric driving mechanism by described control system, and after high-pressure water shot flowing pressure, range and cutting speed are controlled, just accurately can control the depth of cut of hydraulic cutting machine 8.
Thus, carry out in step 302 waterpower cutting time, described control system can control the cutting track of hydraulic cutting machine 8, namely to the running orbit of described high pressure waterjet head unit carry out easy, accurately control.In step 302 before waterpower cutting, first running orbit during described high pressure waterjet head unit cutting is set, specifically on the excavated section of current cutting sections of constructing, set up two-dimensional direct angle coordinate system, and utilize the running orbit of two-dimensional direct angle coordinate system to described high pressure waterjet head unit set up to set, ensure that the cutting track of described high pressure waterjet head unit meets designing requirement, realize the object of cutting track Automated condtrol.Meanwhile, because the cutting parameter of hydraulic cutting machine 8 also controls automatically by described control system, thus cutting efficiency and cut quality can effectively be ensured, the cutting effect of realizing ideal.
In the present embodiment, when carrying out straight cuts in step 3022, first adopt hydraulic cutting machine 8 in the vertical direction to carry out straight cuts, and form vertical cutting seam 4 described in multiple tracks; Afterwards, then adopt hydraulic cutting machine 8 to carry out straight cuts in the horizontal direction, and form transverse cuts seam 3 described in multiple tracks.
When carrying out outline excavation Linear cut in step 3021, adopt hydraulic cutting machine 8, cut along described Tunnel excavation contour line from the bottom to top; When in the vertical direction carries out straight cuts in step 3022, hydraulic cutting machine 8 is adopted to cut from the bottom to top; When carrying out straight cuts in step 3022 in the horizontal direction, hydraulic cutting machine 8 is adopted to cut from left to right or from right to left; Further, to when described in multiple tracks, transverse cuts seam 3 cuts, cut from the bottom to top.
To sum up, actual when carrying out waterpower cutting, the principle following " first profile, more vertically, rear transverse direction " is cut, outline line cutting and when vertically cutting, and cuts from bottom to up according to by lowest part; During transverse cuts, for reducing the no-load running time of described high pressure waterjet head unit, adopting and cutting from left to right or from right to left.That is, to when described in multiple tracks, transverse cuts seam 3 cuts, according to sigmoid curve, transverse cuts seam 3 described in multiple tracks is cut from the bottom to top.
During practice of construction, the spacing in step 3022 described in neighbouring twice between transverse cuts seam 3 is 45cm ~ 55cm, and the spacing described in the adjacent twice in left and right between vertical cutting seam 4 is 25cm ~ 35cm.
In the present embodiment, the spacing described in neighbouring twice between transverse cuts seam 3 is 50cm, and the spacing described in the adjacent twice in left and right between vertical cutting seam 4 is 30cm.Actual when carrying out waterpower cutting, can according to specific needs, the spacing between cutting seam 4 vertical described in the adjacent twice of spacing and left and right described in neighbouring twice between transverse cuts seam 3 is adjusted accordingly.
Because rock has high compressive strength, but tensile strength is very little, and genus fragile material, described hydraulic splitting machine is exactly the feature making full use of rock brittleness, adopt the very big disruptive force that the splitting rifle of hydraulic splitting machine can outwards enough discharge in the narrowest hole (i.e. described vertical cutting seam 4 or transverse cuts seam 3), the rock thus splitting fractures.
In the present embodiment, when carrying out hydraulic splitting in step 303, the splitting rifle of described hydraulic splitting machine is inserted vertical cutting seam 4, and vertically cutting seam 4 carries out horizontal splitting from top to bottom.
In practice of construction process, after waterpower has been cut in step 302, regain described water-jet cutting machine, at pre-splitting section (i.e. the excavated section of current cutting sections of constructing) the described hydraulic splitting machine of front erection.According to splitting parameter (the horizontal splitting of general employing that calculated in advance is determined, disruptive force is less), start described hydraulic splitting machine, and the splitting rifle of described hydraulic splitting machine is inserted vertical cutting seam 4 or described horizontal drilling hole 5, according to rectangle cutting block 2 described in sequential lateral splitting from top to bottom, the rectangle cutting block 2 then splitting got off entrucking is in time transported to appointed place.Described hydraulic splitting machine disruptive force according to splitting situation, can adjust hydraulic fluid pressure in time, meets disruptive force requirement, reaches splitting effect.
The above; it is only preferred embodiment of the present invention; not the present invention is imposed any restrictions, every above embodiment is done according to the technology of the present invention essence any simple modification, change and equivalent structure change, all still belong in the protection domain of technical solution of the present invention.
Claims (10)
1. based on a hard rock tunnel construction method for waterpower cutting, it is characterized in that: constructed to front point of multiple tunnels sections to constructed hard rock tunnel along longitudinal extension direction, tunnel by rear, the construction method of multiple described tunnels sections is all identical; To when in constructed hard rock tunnel, any one tunnel sections is constructed, all adopt hydraulic cutting machine (8) to combine with hydraulic splitting machine and construct, process is as follows:
Step one, Surrounding Rock Strength forward probe: forward probe is carried out to the Surrounding Rock Strength of current institute construction tunnel sections;
Step 2, construction parameter are determined: according to Surrounding Rock Strength determined in step one, determine the construction parameter of current institute construction tunnel sections; Determined construction parameter comprises the cutting parameter of hydraulic cutting machine (8) and the splitting power of described hydraulic splitting machine; Described cutting parameter comprises high-pressure water shot flowing pressure, depth of cut and cutting speed, and wherein Surrounding Rock Strength is higher, and high-pressure water shot flowing pressure is larger, and depth of cut and cutting speed are all less; The splitting power of described hydraulic splitting machine is determined by the depth of cut of hydraulic cutting machine (8), and the depth of cut of hydraulic cutting machine (8) is larger, and the splitting power of described hydraulic splitting machine is less;
Step 3, current institute construction tunnel segmental construction: by rear extremely front point of multiple cutting sections, current institute construction tunnel sections is constructed along longitudinal extension direction, tunnel, the construction method of multiple described cutting sections is all identical, and described cutting sections is consistent with the depth of cut of hydraulic cutting machine (8) determined in step 2 along the longitudinal length in longitudinal extension direction, tunnel; To when in current institute construction tunnel sections, any one cutting sections is constructed, process is as follows:
Step 301, preparation of construction: by construction survey, survey the Tunnel excavation contour line setting out current cutting sections of construct, and current construct cut sections excavated section on indicate described Tunnel excavation contour line;
Step 302, waterpower are cut: according to cutting parameter determined in step 2, adopt hydraulic cutting machine (8) to carry out cutting construction to current the country rock cutting sections of construct, comprise the following steps:
Step 3021, outline excavation Linear cut: adopt hydraulic cutting machine (8), in step 301, survey the Tunnel excavation contour line set out cut, and form cutting wheel profile (1);
Step 3022, straight cuts: adopt hydraulic cutting machine (8) to carry out straight cuts in the horizontal and vertical directions, and the country rock being positioned at the profile of cutting wheel described in step 3021 (1) is cut into multiple rectangle cutting block (2);
Multiple described rectangle cutting block (2) point M arranges N row and lays, and wherein M and N is positive integer and the two is all greater than 3; M arranges described rectangle cutting block (2) and from top to bottom lays, and is all separated by one transverse cuts seam (3) between the described rectangle cutting block (2) of neighbouring two row; N arranges described rectangle cutting block (2) and lays from left to right, all separates by vertically cutting seam (4) together between the described rectangle cutting block (2) of adjacent two row in left and right;
Step 303, hydraulic splitting: according to splitting power determined in step 2, adopt described hydraulic splitting machine transversely to cut seam (3) and/or vertically cut seam (4) and carry out splitting, described rectangle cutting block (2) multiple in step 3022 is all got off from current excavated section splitting of constructing cutting sections; After all splitting is got off until multiple described rectangle cutting block (2), form the excavated section of next cutting sections;
Step 304, rectangle cutting block are transported outward: adopt haulage device, and the multiple described rectangle cutting block (2) splitting in step 303 got off is transported to current Tunnel (9) outside of having constructed;
Step 305, next cutting segmental construction: according to the direction described in step 301 to step 304, construct to next one cutting sections;
Step 306, repeatedly repetition step 305, until complete the work progress of all cutting sections in current institute construction tunnel sections;
Step 4, repeatedly repeat step one to step 3, until complete the work progress of all tunnels sections in constructed hard rock tunnel.
2., according to a kind of hard rock tunnel construction method based on waterpower cutting according to claim 1, it is characterized in that: described hydraulic cutting machine (8) is high-pressure water cutter.
3. according to a kind of hard rock tunnel construction method based on waterpower cutting described in claim 1 or 2, it is characterized in that: when carrying out Surrounding Rock Strength forward probe in step one, carry out forward probe by advanced geology prediction system, and determine the Grades of Surrounding Rock of current institute construction tunnel sections; Advanced geology prediction system described in step one is horizontal protruded drill hole; When carrying out forward probe by horizontal protruded drill hole, horizontal drilling equipment is adopted to drill through horizontal drilling hole (5) on the face of current institute construction tunnel sections, utilize the horizontal drilling hole (5) that drills through and carry out direct detection according to the prediction methods of horizontal protruded drill hole, the horizontal drilling hole (5) drilled through is laid along the longitudinal extension direction of current institute construction tunnel sections.
4. according to a kind of hard rock tunnel construction method based on waterpower cutting according to claim 3, it is characterized in that: the quantity of described horizontal drilling hole (5) is three, three described horizontal drilling holes (5) are laid on three summits of an equilateral triangle; Three described horizontal drilling holes (5) are respectively left boring, right boring and middle boring, described left boring and right boring lay respectively at the left and right sides of current institute construction tunnel sections and the two is laid in same level, and described middle boring is positioned at above or below described left boring;
The degree of depth of described horizontal drilling hole (5) is 20m ~ 40m; When constructed hard rock tunnel is single-track tunnel, the length of side of described equilateral triangle is 3.5m ~ 4.5m; When constructed hard rock tunnel is double track tunnel, the length of side of described equilateral triangle is 6m ~ 8m.
5., according to a kind of hard rock tunnel construction method based on waterpower cutting according to claim 3, it is characterized in that: the intersection that described horizontal drilling hole (5) is positioned at the seam of transverse cuts described in step 3022 (3) and vertically cuts between seam (4); When carrying out straight cuts in step 3022, using described horizontal drilling hole as the cutting point of hydraulic cutting machine (8); When carrying out hydraulic splitting in step 303, the splitting rifle of described hydraulic splitting machine is inserted into transverse cuts seam (3), vertically cuts in seam (4) or described horizontal drilling hole and carry out splitting.
6. according to a kind of hard rock tunnel construction method based on waterpower cutting described in claim 1 or 2, it is characterized in that: when carrying out hydraulic splitting in step 303, the splitting rifle of described hydraulic splitting machine is inserted and vertically cuts seam (4), and vertically cut seam (4) and carry out horizontal splitting from top to bottom.
7. according to a kind of hard rock tunnel construction method based on waterpower cutting described in claim 1 or 2, it is characterized in that: described hydraulic cutting machine (8) comprises waterpower cutter head device, the water system connected with described waterpower cutter head device by fluid pressure line and to be arranged on described fluid pressure line and to described water system provide water to carry out the booster pump of supercharging, described waterpower cutter head device is arranged on moving track (6), described moving track (6) is provided with the electric driving mechanism driving the movement of described waterpower cutter head device, described electric driving mechanism and described increase pump control by control system.
8., according to a kind of hard rock tunnel construction method based on waterpower cutting described in claim 1 or 2, it is characterized in that: carry out construction parameter in step 2 when determining, described cutting parameter also comprises the range of hydraulic cutting machine (8); The range of hydraulic cutting machine (8) is determined jointly by the high-pressure water shot flowing pressure of hydraulic cutting machine (8), depth of cut and cutting speed; When carrying out waterpower cutting in step 302, hydraulic cutting machine (8) need be adopted to carry out trial cut to current the country rock that cuts sections of construct and to cut, and cut result according to trial cut, the cutting parameter of hydraulic cutting machine (8) is determined;
When the cutting parameter of hydraulic cutting machine (8) is determined, also need to determine cutting-height and cutting thickness, and the cut lengths of depth of cut, cutting-height and cutting thickness composition hydraulic cutting machine (8), wherein cutting-height is the spacing described in neighbouring twice between transverse cuts seam (3), and cutting thickness is for vertically cutting the spacing between seam (4) described in the adjacent twice in left and right; The splitting power of described hydraulic splitting machine is determined by the cut lengths of hydraulic cutting machine (8), the splitting power of described hydraulic splitting machine and cutting thickness and cutting-height all proportional, and the splitting power of described hydraulic splitting machine and depth of cut are inversely proportional to.
9. according to a kind of hard rock tunnel construction method based on waterpower cutting described in claim 1 or 2, it is characterized in that: when carrying out straight cuts in step 3022, first adopt hydraulic cutting machine (8) in the vertical direction to carry out straight cuts, and formed described in multiple tracks and vertically cut seam (4); Afterwards, then adopt hydraulic cutting machine (8) to carry out straight cuts in the horizontal direction, and form transverse cuts seam (3) described in multiple tracks;
When carrying out outline excavation Linear cut in step 3021, adopt hydraulic cutting machine (8), cut along described Tunnel excavation contour line from the bottom to top; When in the vertical direction carries out straight cuts in step 3022, hydraulic cutting machine (8) is adopted to cut from the bottom to top; When carrying out straight cuts in step 3022 in the horizontal direction, hydraulic cutting machine (8) is adopted to cut from left to right or from right to left; Further, to when described in multiple tracks, transverse cuts seam (3) is cut, cut from the bottom to top.
10., according to a kind of hard rock tunnel construction method based on waterpower cutting described in claim 1 or 2, it is characterized in that: the Grades of Surrounding Rock determining current institute construction tunnel sections in step one is I grade of country rock or II grade of country rock;
Construction parameter is carried out when determining in step 2, when the Grades of Surrounding Rock of current institute construction tunnel sections is I grade of country rock, the high-pressure water shot flowing pressure of hydraulic cutting machine (8) is 420MPa ~ 480MPa, depth of cut D=25cm ~ 35cm, and cutting speed is 4m/min ~ 6m/min; The splitting power of described hydraulic splitting machine is 85t ~ 95t;
When the Grades of Surrounding Rock of current institute construction tunnel sections is II grade of country rock, the high-pressure water shot flowing pressure of hydraulic cutting machine (8) is 350MPa ~ 410Mpa, depth of cut D=45cm ~ 55cm, and cutting speed is 6m/min ~ 8m/min; The splitting power of described hydraulic splitting machine is 45t ~ 55t;
Spacing in step 3022 described in neighbouring twice between transverse cuts seam (3) is 45cm ~ 55cm, and the spacing of vertically cutting described in the adjacent twice in left and right between seam (4) is 25cm ~ 35cm.
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| CN112780293B (en) * | 2021-01-25 | 2023-10-20 | 山东建筑大学 | Tunnel hard rock micro-damage cutting device, system and method |
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