CN104929648A - Method for constructing branch guide pits of tunnels - Google Patents
Method for constructing branch guide pits of tunnels Download PDFInfo
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- CN104929648A CN104929648A CN201510299337.1A CN201510299337A CN104929648A CN 104929648 A CN104929648 A CN 104929648A CN 201510299337 A CN201510299337 A CN 201510299337A CN 104929648 A CN104929648 A CN 104929648A
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Abstract
The invention discloses a method for constructing branch guide pits of tunnels. The method includes steps of (1), carrying out preparation work; (2), constructing advanced pipe sheds and small guide pipes; (3), carrying out ring-type excavation on arches; (4), primarily supporting and temporarily supporting the arches; (5), excavating and supporting left and right guide pits; (6), excavating core soil and inverted arches; (7), primarily supporting the bottoms of the tunnels; (8), pouring and filling the inverted arches; (9), secondarily lining the tunnels. Compared with the prior art, the method for constructing the branch guide pits of the tunnels has the advantages that the arches of the large-span shallow-buried tunnels with fractured surrounding rock can be prevented from collapsing, and full construction procedures are in safe, stable and quick controllable states; the good rate of the engineering quality can reach 95% at least, and safety production accidents can be assuredly prevented.
Description
Technical field
The present invention relates to construction method, particularly relate to a kind of tunnel branch base tunnel construction method.
Background technology
China is vast in territory, surface relief is large, the territory of about 75% is mountain region or heavy mound, the height above sea level discrepancy in elevation reaches 5000m, the highway built for 30 years after the founding of the state mostly winding detour or cut slope deep-cut, heavy damage ecological environment, cause soil erosion and landslide landslide, even some Formation of Revived Fossil Landslides, the fifties, only there is the highway tunnel more than 30 of overall length 2500 meters in China, " 95 " ~ Tenth Five-Year Plan Period, for adapting to reform and opening-up and movement of population, expressway construction obtains fast development, the enforcement period of the ninth five-year plan newly built tunnels 27.8 ten thousand linear meter(lin.m.), many special major long tunnel are also built up, as Zhongliang Hill tunnel, Mount Jinyun tunnel and two Lang Shan tunnels etc., along with Chinese society economic development, the deep expansion of strategy to develop western regions and the further input of promote domestic demands, in landform, landforms and engineering geological conditions complexity, but aboundresources, more long tunnel will be built in the west area of network of communication lines density.Enter 21 century, China's urbanization, motorization process is constantly accelerated, the urbanization rate of China in 2000 is only 36.2%, 47.5% is reached to urbanization rate in 2010, cities and towns personnel poly-increase to 6.4 hundred million by 4.6 hundred million, at the end of 2015, the requirement planned with " 12 " will reach 51.5%, within 1986, China's automobile pollution is only 3,630,000, the end of the year 2012, China's vehicle guaranteeding organic quantity has reached 2.4 hundred million, the sharp increase of vehicle makes original road can't bear the heavy load, have a strong impact on trip and the daily life of people, become the bottleneck of socio-economic development, in order to ensure the reasonable of resource, fast deployment, more three lanes will certainly be built, highway tunnel with four lanes, due to landform, geology, the constraint of programme path etc., for meeting the requirement of separate tunnel clear distance, often need pull open linear by force and cause adjacent segments to have some setbacks, project occupation of land is wider, bridge arrangement requirement can not effectively be taken into account in Bridge-wire fusing time location, small interval and multiple-arch tunnel arise at the historic moment with the advantage of its uniqueness, multiple-arch tunnel structure structure and construction complexity, to deformation sensitive, and small-clear-distance tunnel can make full use of the supporting capacity of rock column in-between, economical and technical benefit is obvious, many scholars had once made fruitful research in this respect.But because its section flat ratio is large, clear distance is little, excavated section is large, than large 1.5 ~ 2.0 times of general unidirectional two-lane tunnel section, adjacent tunnel influences each other in work progress, obviously, traditional construction method can not adapt to greatly across the requirement of small interval road construction completely, particularly in import and export section, complex geologic conditions, rock crusher, buried depth are shallow, therefore, the large construction method across small-clear-distance tunnel being studied, to enriching the practice of highway in China constructing tunnel, there is important engineering significance and economic worth.
In China, the common method of tunneling generally has full section method, benching tunnelling method, and Ring Cutting stays core local method, intersection median septum method (CRD method), two side-wall pilot tunnel etc.Usually, at the good situation of wall rock geology (I-III grade of country rock), under the prerequisite meeting tunnel safety quality, should preferentially adopt full section method and benching tunneling method, in the situation (IV-V grade of country rock) that wall rock geology is poor, considering the safe construction in tunnel, the especially mountain ridge geological conditions of tunnel complexity when entering hole, preferentially should adopt two side-wall pilot tunnel and intersection median septum method.
Two side-wall pilot tunnel all arranges base tunnel in the both sides of tunnel excavation section, and all it is arranged to the partial excavation method of interim initial support side wall member, two side-wall pilot tunnel is also known as glasses method, be applicable to IV, V grade of country rock, when tunnel span is very large, subsidence requires strict, wall rock condition is capable not poor, when single side heading method is difficult to deformation controlling for rock surrounding gateways, two side-wall pilot tunnel can be adopted, field measurement shows, ground settlement caused by two side-wall pilot tunnel is only about 1/2 of short benching tunnelling method, section is generally divided into left and right sides base tunnel by this method, top Core Soil and get out of a predicament or an embarrassing situation four pieces, the determination principle of size of heading is identical with single side heading method, but width is no more than 1/3 of section maximum span, shape should be bordering on elliptical section, left, the distance that right side base tunnel staggers, the principle of will base tunnel should be become to determine according to the unlikely opposite side that involves of impact of the surrouding rock stress redistribution of excavating caused by the base tunnel of side, the cross section signal of two side-wall pilot tunnel excavation as shown in Figure 1, longitudinal section signal as shown in Figure 2, construction operation order is as follows: (1) left (right side) excavation with guide pit, (2) left (right side) base tunnel preliminary bracing, (3) right (left side) excavation with guide pit, (4) right (left side) base tunnel preliminary bracing, (5) to top bar excavation, (6) top bar preliminary bracing, base tunnel next door remove, (7) to get out of a predicament or an embarrassing situation excavation, (8) inverted arch preliminary bracing, (9) inverted arch is built in advance, (10) tunneling boring secondary lining.The shortcoming of employing two side-wall pilot tunnel is: 1, for Shallow-buried Large-span Tunnel, particularly country rock comparatively Area cracked, and adopt two side-wall pilot tunnel construction easily to make the problems such as arch, tunnel scope wall damage, roof fall, construction safety risk is large; 2, for unsymmetrial loading tunnel, horizontal movement is larger; 3, influence each other between each operation, speed of application is slow.
Summary of the invention
The present invention is to solve above-mentioned deficiency, provides a kind of tunnel branch base tunnel construction method.
Above-mentioned purpose of the present invention is realized by following technical scheme: a kind of tunnel branch base tunnel construction method, is characterized in that: comprise the following steps:
(1) preparation: first carry out drawing joint examination and work of confiding a technological secret before construction, carry out the preparation of the levelling of the land of on-the-spot hole, equipment and materials simultaneously; And the center line in measuring tunnel and sideline, some cross-sectional drawings are painted to light and shade boundary section, according to the plane relation in massif side slope line and tunnel, determines to protect arch position;
(2) Shed-pipe Advanced Support, ductule construction:
1. before pipe roof construction, first carry out 2m cased arch construction, 5 Pin I18 i iron are buried underground in cover arch, and the welding of pipe canopy guide pipe Φ 127 × 4mm orifice tube is accurately fixed on I18 i iron, inclination angle becomes 5 ° ~ 10 ° angles with tunnel longitudinal gradient, in case sink due to drilling rod deadweight during the boring of pipe canopy and invade in tunnel excavation section, thus hinder the excavation construction in tunnel, protecting arch concrete placings good aperture after mouth pipe is numbered;
2. pipe canopy adopts hot rolled seamless steel tube Φ 108mm, and wall thickness 6mm, saves long 3m, 6m, and pipe is apart from the even cloth hole of 40cm spacing; Inclination angle is parallel to gradient incline, and direction is parallel to route center line, and steel pipe construction error radial direction is not more than 20cm;
3. pipe canopy adopts crawler type SKM130 Wind pressure drill carriage, levelling of the land before boring, essence determining hole position, skew does not occur in drilling process and tilts, boring hockets, and has often bored hole jacking steel pipe immediately, in pipe, total length establishes stack, and stretch out the mouth of pipe, steel pipe and the gap shutoff of aperture place closely knit, ensure slip casting time slurries do not overflow;
4. adopt GZJB type double-fluid grouting machine after installing steel pipe, slurries are by TBW250/15 type mixing hollander mixing; Injecting paste material: two fluid grouting; Cement paste and water glass volume ratio 1:0.5, cement paste water/binder ratio 1:1, water glass degree 40 Baume degrees, modulus of water glass is 2.4; First pressing 0.5-1.0MPa, final pressure 2.5MPa, stop slip casting after holding pressure 15min; Grouting amount should meet the requirement of design, if grouting amount transfinites, when not reaching pressure requirements, should adjust concentration of slurry and continue slip casting, around guaranteeing boring surrounding rock body and steel pipe, pore filling is full; " list " number hole is first poured into, Reperfu-sion " two " number hole during slip casting; When voltage stabilizing after pressure reaches 2.5MPa is after ten minutes, and enter to starch proportion identical with pulp proportion time can stop slip casting; Special messenger to be had during slip casting to carry out filling in of slip casting record sheet, the plasma volume of the every 5min of physical record slip casting;
5. hole face first accurate location and installation one Pin steel arch-shelf is being entered, by design document requirement tunnel arch 130 ° within the scope of apply advanced tubule steel arch-shelf is along the line outward, ductule adopts the perforate of YT-28 type air drill, opening diameter is 50mm, and with blowpipe, sandstone blowout (blast 0.5 ~ 0.6MPa) drilling depth is not less than design hole depth; Sharp cone distal is made in ductule front end, and afterbody welding φ 8mm reinforcing bar is put more energy into hoop, and every 30cm blossom type jewel hole on tube wall, eyelet diameter is that φ 8mm, tail length 100cm are as the grouting section of not holing; After pore-forming, inspection declaration is verified, and heads in hole after qualified by the YT-28 air drill that ductule impacts by designing requirement band by ductule, exposes about 10-20cm convenient installation grouting flexible pipe, is welded by ductule jointly form pre support system after slip casting completes with steelframe;
(3) arch Ring Cutting: for the V level country rock that geological conditions is poor, because surrounding rock stability is poor, the basic principle of " advanced, the tight slip casting of pipe, short excavation, strong supporting, duty measure, early close " should be followed in construction, V level country rock should excavate after first advance support, Portal Section pre support adopts " pipe canopy+slip casting ", and other sections of barrel adopt " ductule+slip casting " pre support, and excavation adopts human assisted mining machine excavation, direct loader is transported to outside hole, transports with tipping truck.Often excavating cyclic advance is 1.0m, by survey crew controlling party to and elevation, and release excavation contour line, left and right sides excavation with guide pit radius 6.252m, remainder is arch excavation width, excavates during construction along excavation contour line, and excavation face should be smoother as far as possible, concentrate to reduce stress, strict with job specfication control out break.After having excavated, preliminary bracing should be carried out in time;
(4) arch preliminary bracing and temporary lining:
1. just spray is carried out after excavation immediately, to close country rock exposure as early as possible; Before first spray, reply is cleared up by spray scar, has cleared up the thick concrete enclosing scar of rear first injection 4-6cm;
2. after just spraying concrete, install I18 steelframe spacing 50cm in time, adopt lock foot anchoring stock and connecting reinforcement to fix, lock foot anchoring stock adopts 4m long Φ 22 grouting rock bolt, and longitudinal Φ 22 reinforcement welding of spacing 75cm that adopts is firm, makes bow member be linked to be entirety;
3. reinforced mesh is directly erected on steel arch-shelf, and is connected firmly with steel arch-shelf and anchor pole; Adopt A8 sizing reinforcing bar 20cm × 20cm welded mesh, lap length is 20cm;
4. system anchor bolt creeps into the bolthole point position that first should draw on scar and need construction and installation, YT28 type air drill is adopted directly to pierce, connection GZJB type grouting pump and supporting filling adaptor carry out slip casting, blast controls at 0.4 ~ 0.6Mpa, clear hole after getting into design attitude, avoid blocking injected hole, during slip casting, Stress control is at 1 ~ 1.5Mpa; Anchor pole in length and breadth spacing 0.5 × 1.0m length 4.0m is that blossom type is arranged; System anchor bolt should vertically be squeezed into by scar, its afterbody and steel arch-shelf firm welding; Injecting paste material adopts neat slurry, cement paste concentration 0.5:1.5 ~ 1:1.5, grouting pressure 0.6 ~ 1.0MPa, in slip casting process, initial grouting pressure will remain on 0.3mpa, when reaching design pressure 1.0, after exhaust opening pulp, slip casting can be stopped, by grouting flexible pipe closed orifices;
5., after system anchor bolt construction, first spray scar is cleared up and is sprayed onto design thickness again; Bow member must spray reality behind, must not have cavity;
6. by design and code requirement and in conjunction with on-site actual situations, bury monitoring measurement observation point underground, grasp the various situations occurred in work progress in time, the accident that may occur is taken precautions against, the generation of Accident prevention, provides metric data accurately for the later stage removes temporary support;
7. arch temporary support interval 1 Pin arranges one fan-shaped strong support of I22 i iron longitudinal pitch 1.0m, and the empty slag of fan-shaped support base is cleaned out and uses concrete levelling, then is welded into entirety with I22 i iron, uses Φ 22 bar connecting again in the middle of fan-shaped support; Face construction is suspended after arch excavation supporting circulation 10m;
(5) left and right excavation with guide pit and supporting:
1. after arch excavation supporting completes, and fall behind arch face 10m, carry out side base tunnel advanced tubule construction;
2., after advanced tubule has been constructed, side excavation with guide pit, preliminary bracing and temporary lining is carried out; Sidewall preliminary bracing steel arch-shelf should be connected firmly with arch steel arch-shelf, and side wall drift preliminary bracing construction method is identical with arch;
3. formerly construct after the excavation with guide pit 5-8m of side, carry out opposite side excavation with guide pit, preliminary bracing and temporary lining;
4. bury monitoring measurement observation point underground, grasp the various situations occurred in work progress in time, the accident that may occur is taken precautions against, the generation of Accident prevention, provide metric data accurately for the later stage removes temporary support;
5. after both sides excavation with guide pit, preliminary bracing and temporary lining have been constructed, according to monitoring and measurement data, after determining that arch is stable, arch temporary support is removed;
6., after the temporary support of dismounting arch, arch, double-side approach construction circulation are carried out;
(6) Core Soil and inverted arch excavation:
1. according to metrology data, after determining that double side wall is stable, remove double side wall temporary lining, in demolishing process, should stagger in two side, prevents stress from suddenling change and cause preliminary bracing to be out of shape;
2., after the temporary lining of dismounting double side wall, Core Soil excavation and inverted arch excavation is carried out;
(7) tunnel bottom preliminary bracing:
1. carry out just spray after excavation immediately, to close country rock exposure as early as possible, jetting cement is thick to be required to carry out according to design drawing;
2. by designing requirement erection steel arch-shelf, be connected with sidewall steel arch-shelf, make overall steel bow member close into ring;
(8) inverted arch is built, is filled:
1. lay inverted arch reinforcing bar by design drawing requirement, carry out inverted arch concreting again;
2. lay after gutter by design drawing requirement, then carry out inverted arch and fill and build;
(9) secondary lining:
1. Second Lining Construction should be out of shape basicly stable at country rock and preliminary bracing, displacement convergence obviously slows down, the every displacement produced meets design requirement, in order to ensure two lining concrete qualities, template adopts the hydraulic integral mobile steel formwork jumbo of 9m, and trolley formwork is uniformly distributed 12 form vibrators; Concrete is blending station centralized mixing outside hole, 9m
3concrete tank transports, and delivery pump is pumped into mould; Must be symmetrical before building, in case chassis displacement and template deformation, and should complete a mould concreting continuously, mode of vibration adopts poker vibrator to coordinate attached vibrator to vibrate;
2. striking time: load-carrying members are not when two lining concrete strengths reach 2.5Mpa and collapsible die, and load-carrying members are collapsible die when secondary lining concrete strength reaches design strength 70%;
3. two lining concrete arrange special messenger regularly to carry out watering maintenance after form removal.
The present invention improves operating environment, ensures construction safety, improves efficiency of construction; And for shallow embedding, broken tunnel, guarantee the problems such as arch scope country rock unlikelyly caves in, roof fall, reduce construction risk; Also environmental protection simultaneously: tunnel scheme needs to carry out brush slope to face-upward slope usually, change original topography and geomorphology, digging process pole causes face-upward slope unstability, and base tunnel partial excavation method can realize " zero excavation " enters the construction technology in hole, realize engineering and environment with join in a common effort one.
The present invention's advantage is compared with prior art: adopt construction method of the present invention, large across shallow tunnel to rock crusher, can prevent arch from caving in, and its construction overall process is in safety, stable, controllable state fast; Quality project rate can reach more than 95%, guarantees to occur without industrial accident.
Accompanying drawing explanation
The schematic cross-sectional view of the two side-wall pilot tunnel excavation that Fig. 1 is traditional.
The schematic longitudinal section of the two side-wall pilot tunnel excavation that Fig. 2 is traditional.
Schematic cross-sectional view is excavated in Fig. 3 construction method of the present invention.
Schematic longitudinal section is excavated in Fig. 4 construction method of the present invention.
Branch's pilot tunnel method excavation phantom drawing in Fig. 5 construction method of the present invention.
Fig. 6 construction method flow chart of the present invention.
The schematic diagram of arch Ring Cutting in Fig. 7 construction method of the present invention.
The schematic diagram of left and right excavation with guide pit in Fig. 8 construction method of the present invention.
The schematic diagram of Core Soil and inverted arch excavation in Fig. 9 construction method of the present invention.
Detailed description of the invention
Below in conjunction with accompanying drawing, the present invention is described in further detail.
Branch of the present invention pilot tunnel method technological principle: based on rock mass mechanics theory, adopts New Austrian Tunneling Method principle to sum up branch's pilot tunnel method construction method, is divided into annular arch, left and right side base tunnel, central core soil four parts by cavern excavation section.The determination principle of size of heading can according to on-site actual situations flexible arrangement, annular arch size is operating as suitable with convenient construction, general height is about 2m, left and right base tunnel width is no more than 1/3 of section maximum span, shape should be bordering on elliptical section, left, the distance that right side base tunnel staggers, the principle of will base tunnel should be become to determine according to the unlikely opposite side that involves of impact of the surrouding rock stress redistribution of excavating caused by the base tunnel of side, reasonable distance between each base tunnel is about 1.0B, to ensure multiple operation circulation continuous productive process, avoid constructing and mutually disturb, improve efficiency of construction.Concrete construction method is the Ring Cutting supporting of first arch, stablize arch, after separated by a distance with annular arch, left (right side) excavation with guide pit supporting, then the gravity of mid portion country rock is born with sidewall supporting, make excavated surface form good stability, the preliminary bracing shortening excavated section is closed into the ring time, ensure that construction safety, its scope of application master is that top rock country rock is more open, can not form the section of Load-carring arch.Fig. 3 is branch's pilot tunnel method excavation schematic cross-sectional view, and Fig. 4 is schematic longitudinal section, and Fig. 5 is excavation phantom drawing.Construction operation order is as follows:
(1) annular arch excavation;
(2) annular arch preliminary bracing;
(3) left (right side) excavation with guide pit;
(4) left (right side) base tunnel preliminary bracing;
(5) right (left side) excavation with guide pit is topped bar excavation;
(6) right (left side) base tunnel preliminary bracing is topped bar preliminary bracing;
(7) central core soil excavation, base tunnel next door are removed;
(8) inverted arch preliminary bracing;
(9) inverted arch is built in advance;
(10) tunneling boring secondary lining.
Small-clear-distance tunnel is influenced each other because excavation between adjacent two tunnels can produce, and cause the repeatedly disturbance of rock column in-between, if first, rear row hole construction spacing too closely can have a strong impact on the stability of rock column in-between, too far the duration can be extended again, during construction, desirable 1.5B is excavation spacing, to ensure to execute safety.
For the Large span tunnel in Shallow-buried location, when using branch's pilot tunnel method excavation, first excavate tunnel, shallow embedding side, when vertical stress is major principal stress, first excavation by rock column in-between base tunnel to surrounding rock stability and controlling distortion advantageously, when flatly stress is major principal stress, first excavate away from rock column in-between base tunnel advantageously.In work progress, answer emphasis to reinforce arch springing and rock column in-between, and inverted arch should be performed in time, strengthen country rock resistance to overturning, prevent pucking phenomenon.
As shown in Figure 6, the concrete steps of a kind of tunnel branch of the present invention base tunnel construction method are as follows:
(1) preparation: first carry out drawing joint examination and work of confiding a technological secret before construction, carry out the preparation of the levelling of the land of on-the-spot hole, equipment and materials simultaneously; And the center line in measuring tunnel and sideline, some cross-sectional drawings are painted to light and shade boundary section, according to the plane relation in massif side slope line and tunnel, determines to protect arch position;
(2) Shed-pipe Advanced Support, ductule construction:
1. before pipe roof construction, first carry out 2m cased arch construction, 5 Pin I18 i iron are buried underground in cover arch, and the welding of pipe canopy guide pipe Φ 127 × 4mm orifice tube is accurately fixed on I18 i iron, inclination angle becomes 5 ° ~ 10 ° angles with tunnel longitudinal gradient, in case sink due to drilling rod deadweight during the boring of pipe canopy and invade in tunnel excavation section, thus hinder the excavation construction in tunnel, protecting arch concrete placings good aperture after mouth pipe is numbered;
2. pipe canopy adopts hot rolled seamless steel tube Φ 108mm, and wall thickness 6mm, saves long 3m, 6m, and pipe is apart from the even cloth hole of 40cm spacing; Inclination angle is parallel to gradient incline, and direction is parallel to route center line, and steel pipe construction error radial direction is not more than 20cm;
3. pipe canopy adopts crawler type SKM130 Wind pressure drill carriage, levelling of the land before boring, essence determining hole position, skew does not occur in drilling process and tilts, boring hockets, and has often bored hole jacking steel pipe immediately, in pipe, total length establishes stack, and stretch out the mouth of pipe, steel pipe and the gap shutoff of aperture place closely knit, ensure slip casting time slurries do not overflow;
4. adopt GZJB type double-fluid grouting machine after installing steel pipe, slurries are by TBW250/15 type mixing hollander mixing; Injecting paste material: two fluid grouting; Cement paste and water glass volume ratio 1:0.5, cement paste water/binder ratio 1:1, water glass degree 40 Baume degrees, modulus of water glass is 2.4; First pressing 0.5-1.0MPa, final pressure 2.5MPa, stop slip casting after holding pressure 15min; Grouting amount should meet the requirement of design, if grouting amount transfinites, when not reaching pressure requirements, should adjust concentration of slurry and continue slip casting, around guaranteeing boring surrounding rock body and steel pipe, pore filling is full; " list " number hole is first poured into, Reperfu-sion " two " number hole during slip casting; When voltage stabilizing after pressure reaches 2.5MPa is after ten minutes, and enter to starch proportion identical with pulp proportion time can stop slip casting; Special messenger to be had during slip casting to carry out filling in of slip casting record sheet, the plasma volume of the every 5min of physical record slip casting;
5. hole face first accurate location and installation one Pin steel arch-shelf is being entered, by design document requirement tunnel arch 130 ° within the scope of apply advanced tubule steel arch-shelf is along the line outward, ductule adopts the perforate of YT-28 type air drill, opening diameter is 50mm, and with blowpipe, sandstone blowout (blast 0.5 ~ 0.6MPa) drilling depth is not less than design hole depth; Sharp cone distal is made in ductule front end, and afterbody welding φ 8mm reinforcing bar is put more energy into hoop, and every 30cm blossom type jewel hole on tube wall, eyelet diameter is that φ 8mm, tail length 100cm are as the grouting section of not holing; After pore-forming, inspection declaration is verified, and heads in hole after qualified by the YT-28 air drill that ductule impacts by designing requirement band by ductule, exposes about 10-20cm convenient installation grouting flexible pipe, is welded by ductule jointly form pre support system after slip casting completes with steelframe;
(3) arch Ring Cutting: as shown in Figure 7, for the V level country rock that geological conditions is poor, because surrounding rock stability is poor, the basic principle of " advanced, the tight slip casting of pipe, short excavation, strong supporting, duty measure, early close " should be followed in construction, V level country rock should excavate after first advance support, Portal Section pre support adopts " pipe canopy+slip casting ", other sections of barrel adopt " ductule+slip casting " pre support, excavation adopts human assisted mining machine excavation, direct loader is transported to outside hole, transports with tipping truck.Often excavating cyclic advance is 1.0m, by survey crew controlling party to and elevation, and release excavation contour line, left and right sides excavation with guide pit radius 6.252m, remainder is arch excavation width, excavates during construction along excavation contour line, and excavation face should be smoother as far as possible, concentrate to reduce stress, strict with job specfication control out break.After having excavated, preliminary bracing should be carried out in time;
(4) arch preliminary bracing and temporary lining:
1. just spray is carried out after excavation immediately, to close country rock exposure as early as possible; Before first spray, reply is cleared up by spray scar, has cleared up the thick concrete enclosing scar of rear first injection 4-6cm;
2. after just spraying concrete, install I18 steelframe spacing 50cm in time, adopt lock foot anchoring stock and connecting reinforcement to fix, lock foot anchoring stock adopts 4m long Φ 22 grouting rock bolt, and longitudinal Φ 22 reinforcement welding of spacing 75cm that adopts is firm, makes bow member be linked to be entirety;
3. reinforced mesh is directly erected on steel arch-shelf, and is connected firmly with steel arch-shelf and anchor pole; Adopt A8 sizing reinforcing bar 20cm × 20cm welded mesh, lap length is 20cm;
4. system anchor bolt creeps into the bolthole point position that first should draw on scar and need construction and installation, YT28 type air drill is adopted directly to pierce, connection GZJB type grouting pump and supporting filling adaptor carry out slip casting, blast controls at 0.4 ~ 0.6Mpa, clear hole after getting into design attitude, avoid blocking injected hole, during slip casting, Stress control is at 1 ~ 1.5Mpa; Anchor pole in length and breadth spacing 0.5 × 1.0m length 4.0m is that blossom type is arranged; System anchor bolt should vertically be squeezed into by scar, its afterbody and steel arch-shelf firm welding; Injecting paste material adopts neat slurry, cement paste concentration 0.5:1.5 ~ 1:1.5, grouting pressure 0.6 ~ 1.0MPa, in slip casting process, initial grouting pressure will remain on 0.3mpa, when reaching design pressure 1.0, after exhaust opening pulp, slip casting can be stopped, by grouting flexible pipe closed orifices;
5., after system anchor bolt construction, first spray scar is cleared up and is sprayed onto design thickness again; Bow member must spray reality behind, must not have cavity;
6. by design and code requirement and in conjunction with on-site actual situations, bury monitoring measurement observation point underground, grasp the various situations occurred in work progress in time, the accident that may occur is taken precautions against, the generation of Accident prevention, provides metric data accurately for the later stage removes temporary support;
7. arch temporary support interval 1 Pin arranges one fan-shaped strong support of I22 i iron longitudinal pitch 1.0m, and the empty slag of fan-shaped support base is cleaned out and uses concrete levelling, then is welded into entirety with I22 i iron, uses Φ 22 bar connecting again in the middle of fan-shaped support; Face construction is suspended after arch excavation supporting circulation 10m;
(5) left and right excavation with guide pit and supporting: left and right excavation with guide pit as shown in Figure 8,
1. after arch excavation supporting completes, and fall behind arch face 10m, carry out side base tunnel advanced tubule construction;
2., after advanced tubule has been constructed, side excavation with guide pit, preliminary bracing and temporary lining is carried out; Sidewall preliminary bracing steel arch-shelf should be connected firmly with arch steel arch-shelf, and side wall drift preliminary bracing construction method is identical with arch;
3. formerly construct after the excavation with guide pit 5-8m of side, carry out opposite side excavation with guide pit, preliminary bracing and temporary lining;
4. bury monitoring measurement observation point underground, grasp the various situations occurred in work progress in time, the accident that may occur is taken precautions against, the generation of Accident prevention, provide metric data accurately for the later stage removes temporary support;
5. after both sides excavation with guide pit, preliminary bracing and temporary lining have been constructed, according to monitoring and measurement data, after determining that arch is stable, arch temporary support is removed;
6., after the temporary support of dismounting arch, arch, double-side approach construction circulation are carried out;
(6) Core Soil and inverted arch excavation: as shown in Figure 9,
1. according to metrology data, after determining that double side wall is stable, remove double side wall temporary lining, in demolishing process, should stagger in two side, prevents stress from suddenling change and cause preliminary bracing to be out of shape;
2., after the temporary lining of dismounting double side wall, Core Soil excavation and inverted arch excavation is carried out;
(7) tunnel bottom preliminary bracing:
1. carry out just spray after excavation immediately, to close country rock exposure as early as possible, jetting cement is thick to be required to carry out according to design drawing;
2. by designing requirement erection steel arch-shelf, be connected with sidewall steel arch-shelf, make overall steel bow member close into ring;
(8) inverted arch is built, is filled:
1. lay inverted arch reinforcing bar by design drawing requirement, carry out inverted arch concreting again;
2. lay after gutter by design drawing requirement, then carry out inverted arch and fill and build;
(9) secondary lining:
1. Second Lining Construction should be out of shape basicly stable at country rock and preliminary bracing, displacement convergence obviously slows down, the every displacement produced meets design requirement, in order to ensure two lining concrete qualities, template adopts the hydraulic integral mobile steel formwork jumbo of 9m, and trolley formwork is uniformly distributed 12 form vibrators; Concrete is blending station centralized mixing outside hole, 9m
3concrete tank transports, and delivery pump is pumped into mould; Must be symmetrical before building, in case chassis displacement and template deformation, and should complete a mould concreting continuously, mode of vibration adopts poker vibrator to coordinate attached vibrator to vibrate;
2. striking time: load-carrying members are not when two lining concrete strengths reach 2.5Mpa and collapsible die, and load-carrying members are collapsible die when secondary lining concrete strength reaches design strength 70%;
3. two lining concrete arrange special messenger regularly to carry out watering maintenance after form removal.
Example: Lishui City 50 provincial highway lotus is gulf, section road improvenment the 4th contract section road construction of tunnel total price 5469.9 ten thousand yuan all, is separate tunnel, class of loading :-I grade, highway, Tunnel Design speed per hour 60km/h.Left hole starting point mileage K4+040, terminal mileage K4+703, length of tunnel is 663m.The residual slope accumulation body that Portal Section (K4+040-K4+115) ground mulching has 6-9m thick is entered in left tunnel hole, surface vegetation is grown, this section is shallow embedding, bias voltage location, joints development, country rock is weak, and underground water is comparatively grown, belong to V grade of country rock, surrounding rock stability is poor, when arch and sidewall non-support, can produce and cave in, falls the problem such as block, slump.50 provincial highway lotuses all left tunnel hole, gulf, section road improvenment road Shallow-buried section adopt this engineering method to start construction on March 26th, 2013, and complete construction on August 8th, 2013, average every day, progress was 0.55m.After adopting this engineering method, construction overall process is in safety, stable, controllable state fast.Quality project rate reaches more than 95%, occurs, obtain the favorable comment of various circles of society without industrial accident.
The foregoing is only embodiments of the invention; not thereby the scope of the claims of the present invention is limited; every utilize description of the present invention to do equivalent structure or equivalent flow process conversion; or be directly or indirectly used in other relevant technical fields, be all in like manner included in scope of patent protection of the present invention.
Claims (1)
1. a tunnel branch base tunnel construction method, is characterized in that: comprise the following steps:
(1) preparation: first carry out drawing joint examination and work of confiding a technological secret before construction, carry out the preparation of the levelling of the land of on-the-spot hole, equipment and materials simultaneously; And the center line in measuring tunnel and sideline, some cross-sectional drawings are painted to light and shade boundary section, according to the plane relation in massif side slope line and tunnel, determines to protect arch position;
(2) Shed-pipe Advanced Support, ductule construction:
1. before pipe roof construction, first carry out 2m cased arch construction, 5 Pin I18 i iron are buried underground in cover arch, and the welding of pipe canopy guide pipe Φ 127 × 4mm orifice tube is accurately fixed on I18 i iron, inclination angle becomes 5 ° ~ 10 ° angles with tunnel longitudinal gradient, in case sink due to drilling rod deadweight during the boring of pipe canopy and invade in tunnel excavation section, thus hinder the excavation construction in tunnel, protecting arch concrete placings good aperture after mouth pipe is numbered;
2. pipe canopy adopts hot rolled seamless steel tube Φ 108mm, and wall thickness 6mm, saves long 3m, 6m, and pipe is apart from the even cloth hole of 40cm spacing; Inclination angle is parallel to gradient incline, and direction is parallel to route center line, and steel pipe construction error radial direction is not more than 20cm;
3. pipe canopy adopts crawler type SKM130 Wind pressure drill carriage, levelling of the land before boring, essence determining hole position, skew does not occur in drilling process and tilts, boring hockets, and has often bored hole jacking steel pipe immediately, in pipe, total length establishes stack, and stretch out the mouth of pipe, steel pipe and the gap shutoff of aperture place closely knit, ensure slip casting time slurries do not overflow;
4. adopt GZJB type double-fluid grouting machine after installing steel pipe, slurries are by TBW250/15 type mixing hollander mixing; Injecting paste material: two fluid grouting; Cement paste and water glass volume ratio 1:0.5, cement paste water/binder ratio 1:1, water glass degree 40 Baume degrees, modulus of water glass is 2.4; First pressing 0.5-1.0MPa, final pressure 2.5MPa, stop slip casting after holding pressure 15min; Grouting amount should meet the requirement of design, if grouting amount transfinites, when not reaching pressure requirements, should adjust concentration of slurry and continue slip casting, around guaranteeing boring surrounding rock body and steel pipe, pore filling is full; " list " number hole is first poured into, Reperfu-sion " two " number hole during slip casting; When voltage stabilizing after pressure reaches 2.5MPa is after ten minutes, and enter to starch proportion identical with pulp proportion time can stop slip casting; Special messenger to be had during slip casting to carry out filling in of slip casting record sheet, the plasma volume of the every 5min of physical record slip casting;
5. hole face first accurate location and installation one Pin steel arch-shelf is being entered, by design document requirement tunnel arch 130 ° within the scope of apply advanced tubule steel arch-shelf is along the line outward, ductule adopts the perforate of YT-28 type air drill, opening diameter is 50mm, and with blowpipe, sandstone blowout (blast 0.5 ~ 0.6MPa) drilling depth is not less than design hole depth; Sharp cone distal is made in ductule front end, and afterbody welding φ 8mm reinforcing bar is put more energy into hoop, and every 30cm blossom type jewel hole on tube wall, eyelet diameter is that φ 8mm, tail length 100cm are as the grouting section of not holing; After pore-forming, inspection declaration is verified, and heads in hole after qualified by the YT-28 air drill that ductule impacts by designing requirement band by ductule, exposes about 10-20cm convenient installation grouting flexible pipe, is welded by ductule jointly form pre support system after slip casting completes with steelframe;
(3) arch Ring Cutting: for the V level country rock that geological conditions is poor, because surrounding rock stability is poor, the basic principle of " advanced, the tight slip casting of pipe, short excavation, strong supporting, duty measure, early close " should be followed in construction, V level country rock should excavate after first advance support, Portal Section pre support adopts " pipe canopy+slip casting ", and other sections of barrel adopt " ductule+slip casting " pre support, and excavation adopts human assisted mining machine excavation, direct loader is transported to outside hole, transports with tipping truck.Often excavating cyclic advance is 1.0m, by survey crew controlling party to and elevation, and release excavation contour line, left and right sides excavation with guide pit radius 6.252m, remainder is arch excavation width, excavates during construction along excavation contour line, and excavation face should be smoother as far as possible, concentrate to reduce stress, strict with job specfication control out break.After having excavated, preliminary bracing should be carried out in time;
(4) arch preliminary bracing and temporary lining:
1. just spray is carried out after excavation immediately, to close country rock exposure as early as possible; Before first spray, reply is cleared up by spray scar, has cleared up the thick concrete enclosing scar of rear first injection 4-6cm;
2. after just spraying concrete, install I18 steelframe spacing 50cm in time, adopt lock foot anchoring stock and connecting reinforcement to fix, lock foot anchoring stock adopts 4m long Φ 22 grouting rock bolt, and longitudinal Φ 22 reinforcement welding of spacing 75cm that adopts is firm, makes bow member be linked to be entirety;
3. reinforced mesh is directly erected on steel arch-shelf, and is connected firmly with steel arch-shelf and anchor pole; Adopt A8 sizing reinforcing bar 20cm × 20cm welded mesh, lap length is 20cm;
4. system anchor bolt creeps into the bolthole point position that first should draw on scar and need construction and installation, YT28 type air drill is adopted directly to pierce, connection GZJB type grouting pump and supporting filling adaptor carry out slip casting, blast controls at 0.4 ~ 0.6Mpa, clear hole after getting into design attitude, avoid blocking injected hole, during slip casting, Stress control is at 1 ~ 1.5Mpa; Anchor pole in length and breadth spacing 0.5 × 1.0m length 4.0m is that blossom type is arranged; System anchor bolt should vertically be squeezed into by scar, its afterbody and steel arch-shelf firm welding; Injecting paste material adopts neat slurry, cement paste concentration 0.5:1.5 ~ 1:1.5, grouting pressure 0.6 ~ 1.0MPa, in slip casting process, initial grouting pressure will remain on 0.3mpa, when reaching design pressure 1.0, after exhaust opening pulp, slip casting can be stopped, by grouting flexible pipe closed orifices;
5., after system anchor bolt construction, first spray scar is cleared up and is sprayed onto design thickness again; Bow member must spray reality behind, must not have cavity;
6. by design and code requirement and in conjunction with on-site actual situations, bury monitoring measurement observation point underground, grasp the various situations occurred in work progress in time, the accident that may occur is taken precautions against, the generation of Accident prevention, provides metric data accurately for the later stage removes temporary support;
7. arch temporary support interval 1 Pin arranges one fan-shaped strong support of I22 i iron longitudinal pitch 1.0m, and the empty slag of fan-shaped support base is cleaned out and uses concrete levelling, then is welded into entirety with I22 i iron, uses Φ 22 bar connecting again in the middle of fan-shaped support; Face construction is suspended after arch excavation supporting circulation 10m;
(5) left and right excavation with guide pit and supporting:
1. after arch excavation supporting completes, and fall behind arch face 10m, carry out side base tunnel advanced tubule construction;
2., after advanced tubule has been constructed, side excavation with guide pit, preliminary bracing and temporary lining is carried out; Sidewall preliminary bracing steel arch-shelf should be connected firmly with arch steel arch-shelf, and side wall drift preliminary bracing construction method is identical with arch;
3. formerly construct after the excavation with guide pit 5-8m of side, carry out opposite side excavation with guide pit, preliminary bracing and temporary lining;
4. bury monitoring measurement observation point underground, grasp the various situations occurred in work progress in time, the accident that may occur is taken precautions against, the generation of Accident prevention, provide metric data accurately for the later stage removes temporary support;
5. after both sides excavation with guide pit, preliminary bracing and temporary lining have been constructed, according to monitoring and measurement data, after determining that arch is stable, arch temporary support is removed;
6., after the temporary support of dismounting arch, arch, double-side approach construction circulation are carried out;
(6) Core Soil and inverted arch excavation:
1. according to metrology data, after determining that double side wall is stable, remove double side wall temporary lining, in demolishing process, should stagger in two side, prevents stress from suddenling change and cause preliminary bracing to be out of shape;
2., after the temporary lining of dismounting double side wall, Core Soil excavation and inverted arch excavation is carried out;
(7) tunnel bottom preliminary bracing:
1. carry out just spray after excavation immediately, to close country rock exposure as early as possible, jetting cement is thick to be required to carry out according to design drawing;
2. by designing requirement erection steel arch-shelf, be connected with sidewall steel arch-shelf, make overall steel bow member close into ring;
(8) inverted arch is built, is filled:
1. lay inverted arch reinforcing bar by design drawing requirement, carry out inverted arch concreting again;
2. lay after gutter by design drawing requirement, then carry out inverted arch and fill and build;
(9) secondary lining:
1. Second Lining Construction should be out of shape basicly stable at country rock and preliminary bracing, displacement convergence obviously slows down, the every displacement produced meets design requirement, in order to ensure two lining concrete qualities, template adopts the hydraulic integral mobile steel formwork jumbo of 9m, and trolley formwork is uniformly distributed 12 form vibrators; Concrete is blending station centralized mixing outside hole, 9m
3concrete tank transports, and delivery pump is pumped into mould; Must be symmetrical before building, in case chassis displacement and template deformation, and should complete a mould concreting continuously, mode of vibration adopts poker vibrator to coordinate attached vibrator to vibrate;
2. striking time: load-carrying members are not when two lining concrete strengths reach 2.5Mpa and collapsible die, and load-carrying members are collapsible die when secondary lining concrete strength reaches design strength 70%;
3. two lining concrete arrange special messenger regularly to carry out watering maintenance after form removal.
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