CN104373128A - Advance precipitation construction method of oversized-section double-side lower pilot tunnels of water-rich tunnel - Google Patents
Advance precipitation construction method of oversized-section double-side lower pilot tunnels of water-rich tunnel Download PDFInfo
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- CN104373128A CN104373128A CN201410509552.5A CN201410509552A CN104373128A CN 104373128 A CN104373128 A CN 104373128A CN 201410509552 A CN201410509552 A CN 201410509552A CN 104373128 A CN104373128 A CN 104373128A
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/04—Driving tunnels or galleries through loose materials; Apparatus therefor not otherwise provided for
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- Engineering & Computer Science (AREA)
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- Geology (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention relates to an advance precipitation construction method of oversized-section double-side lower pilot tunnels of a water-rich tunnel. Pilot tunnels on two side walls of a lower half section of a tunnel are adopted, and are partially closed to form rings; the advance precipitation is performed for the tunnel; the stability of arching legs of primary supports of the tunnel is guaranteed; the upper half section of the tunnel is dig by an arch pilot tunnel reserved core soil method; the arch part is dig in place once; the primary steel supports at the upper part of the tunnel are once spliced in place for closing to rings; the disturbance to surrounding rocks due to multiple splices is reduced; and the whole structure of the primary supports of the tunnel is quickly built. Compared with a traditional CD method, CRD method and double-side wall pilot tunnel method, the construction method is high in construction safety, quick in construction progress, short in construction period, low in part mechanical and labor resource configuration, low in once splicing construction deviation of the steel supports, high in construction quality of the primary supports, quick in building of the whole structure of the primary supports of the tunnel and low in vault crown settlement.
Description
Technical field
The present invention relates to constructing tunnel field, particularly relate to base tunnel advanced precipitation construction method under a kind of rich water tunnel large section bilateral.
Background technology
Society, the development of traffic system directly governs the development of national comprehensive strength.In China in western and middle part transport development, the satisfy tunnel construction of water sedimentary formation of the middle and lower reaches in nearly river has a large capacity and a wide range near a river, and water thin silt of satisfying is different from general soft rock, soil characteristics, it has disturbance thixotropic fluidity, cause this formation tunnel cavitation difficulty, poor stability, supporting difficulty is large.This formation tunnel and underground engineering construction adopt shield method and freezing to carry out substantially both at home and abroad at present, and such tunnel of the mining method construction of large section tunnel is both at home and abroad without this precedent.
Adopt the construction speed of shield method and freezing slow, poor stability, working security is low, construction cost and energy consumption higher.
In view of above-mentioned defect, author of the present invention obtains this creation through long research and practice.
Summary of the invention
The object of the present invention is to provide base tunnel advanced precipitation method for tunnel construction under a kind of rich water tunnel large section bilateral, in order to overcome above-mentioned technological deficiency.
For achieving the above object, the invention provides base tunnel advanced precipitation method for tunnel construction under a kind of rich water tunnel large section bilateral, this detailed process is:
Step a, pilot tunnel bottom advanced precipitation;
Step b, measurement and positioning setting-out;
Step c, ring pilot tunnel abutment wall, abutment wall perform advance support;
Steps d, benching tunnelling method leading side pilot drive, preliminary bracing, sidewall, Temporary invert;
Step e, row side pilot drive after benching tunnelling method, preliminary bracing, sidewall, Temporary invert;
Step f, upper arcuate base tunnel remaining core soil in advance excavates, preliminary bracing, Temporary invert, median septum;
Step g, to a just backfill grouting reinforcing behind, point bench excavation Core Soil;
Step h, inverted arch excavates, and just props up and closes into ring, cast inverted arch and fill concrete;
Step I, supporting inspection, quality monitoring, if just a bow member convergent deformation is serious, then increases secondary protection, perform following step j;
Step j, removes sidewall, interim arch is faced upward, median septum;
Step k, composite lining is constructed.
Further, in above-mentioned steps a, pilot tunnel bottom advanced precipitation, first, step a1, to tubes welding;
Pilot drift arranges the advanced pipe well of 2 ~ 4 row's 4 ~ 5m length, arc leading pit excavation face and arch springing position well casing spacing 0.5 ~ 1m; Abutment wall and the oblique extrapolation of arch springing position well casing, can suitably encrypt spacing to 0.3 ~ 0.5m, adopts 4m, 5m well casing interlaced arrangement; Often after circulation excavation, the well casing of positive abutment wall side, hole must retain, and guarantees continue precipitation apart from face 5 ~ 10m scope.
Further, in above-mentioned steps a, step a2, well-point pipe makes;
PPR vacuum well casing adopts the processing of φ 32PPR pipe, well casing length 4 ~ 5m, tube head 50 ~ 80cm length boring outer wrapping 100 order double-layer leaching net, adopts high-pressure blast or the direct punching intubate construction of water under high pressure;
Seamless steel pipe well casing adopts the processing of φ 42 seamless pipe, well casing length 4 ~ 5m, and it is completely closed that tube head is processed as arrow, 40 ~ 60cm section welding φ 35 steel pipe after tube head, and this section of tube wall is opened strip slotted eye, outer wrapping 100 order double-layer leaching net adopts iron wire to tighten;
Well-point pipe adopts φ 32PVC pipe to make, and insert the long location interval 20cm of below ground 1m and bore φ 8 hole, adopt filter screen parcel, screen mesh should be less than Extra-fine sand particle size; Can adopt double-layer leaching net if desired, first floor filter screen hard-pressed bale pvc pipe, second layer filter screen diameter is greater than pvc pipe diameter 6cm, and filling particle diameter between two-layer filter screen is 1-3cm bird's-eye gravel filtrate, and mouth of pipe parcel closely.
Further, in above-mentioned steps b, require that each well-point pipe position is made in measurement according to designing precipitation, if designing precipitation tube pitch can not meet site operation requirement, can encrypt;
Step b1, boring: adopt giant punching, pore-forming vertical missing controls within 1%, depth of pore forming should 0.5m more than darker in projected depth, and insert well-point pipe immediately after pore-forming, top exceeds about 50cm than ground;
Step b2, fills out gravel material: after well-point pipe inserts, between well-point pipe and hole wall, fill particle diameter is in time 1-3cm bird's-eye gravel filtrate;
Step b3, well-flushing:; Employing pressure is 0.8Mpa, and capacity is 9m
3the air compressor machine of/min and vacuum pump combined washing well, till extraction clear water;
Step b4, sumping; Sump is arranged on pilot tunnel substrate and inverted arch position, positive hole, and collect construction water-pumping/draining with abutment wall infiltration, sump arranges filter screen, adopts high-power submerged water pump and centrifugal pump to concentrate and is pumped to outside hole;
Step b5, vacuum lightweight well-point dewatering is constructed;
Step b6, draws water: before installing, reply pipeline, water pump itself and control system does once comprehensively careful inspection, if there is no problem, can put into well and use.
Further, in above-mentioned steps b5,
On each pilot tunnel, selvage guide puts the V6 type vacuum pump of 2 ~ 4 7.5Kw, under lead 1 ~ 2, put along abutment wall position;
Every platform pump connects two joint φ 80 and to catchment supervisor, the often long 4.0m of joint supervisor, and arranges the φ 32 hole well casings of 8 ~ 12 band gate valves, follow well casing connection by wired hose, every platform vacuum pump can connect 16 ~ 24 hole pipe wells;
V6 type vacuum pump runs and makes to form negative pressure around each well casing by the water pump drainage in Extra-fine sand country rock out;
During dewatering construction, negative pressure of vacuum controls below-0.06MPa, if pressure raises, must carry out, by root investigation, seeing with or without gas leakage to downcomer, must check whether the steel pipe sealing inserted in soil layer puts in place, and air leak position must adopt adhesive plaster to tightly wrap simultaneously; Ensure that face 5 ~ 10m scope abutment wall and face precipitation continue to carry out.
Further, in above-mentioned steps c, comprise step c1, pilot tunnel advance support:
Step c11, advanced tubule adopts φ 42 steel pipe, length 2.6m, arch spacing 0.1m, abutment wall spacing 0.2m, outer limb 5 ~ 10 °;
Step c12, advanced tubule loopful applies, and every Pin steelframe applies, and utilizes the shutoff of advanced tubule plate, ensures that excavation construction carries out smoothly;
Step c2, pilot tunnel adopts full hand excavation, muck removal, is diminished by pilot tunnel cross section regulation;
Step c3, adjustment sidewall bow member arc, sets up Temporary invert to the leading side of pilot tunnel, every portion Cheng Huan, strengthens working security.
Further, in above-mentioned steps d, f,
Divide step precipitation to pilot tunnel, excavation construction after advanced precipitation first must be carried out in leading side, and the extrapolation precipitation pipe well of both sides abutment wall must retain, and can continue precipitation during the excavation of row side after ensureing, the same top of form of construction work, rear row side, must construct after first precipitation; Wherein,
Pilot tunnel adopts benching tunnelling method construction, excavation height 5.3m, and determining to top bar according to calcite cementation aspect absolute altitude is highly 2.5m, and get out of a predicament or an embarrassing situation height 2.8m;
Top bar and adopt arc leading pit method excavation, often circulation driving chi 0.5m, during excavation construction, five-ply board shutoff is inserted to arch and face in excavation limit in limit, arch is directly at cocycle advanced tubule plate behind, face adopts φ 22 reinforcing bar skeleton mesh sheet rear blocking plate, and φ 22 reinforcing bar welds with Core Soil anchoring pipe and supports;
Construction two abutment wall of getting out of a predicament or an embarrassing situation can stagger 2 ~ 3m construction, and one time, every side Excavation Length 0.5 ~ 1m, in time installs bow member concrete spraying support, gets out of a predicament or an embarrassing situation often to complete 3 ~ 5m and carry out a Temporary invert construction;
Sidewall pilot tunnel abutment wall bow member is directly positive hole work 25a shaped steel arch, and inner side bow member and Temporary invert bow member adopt work 20a shaped steel arch, and portion adopts double-deck dowel and mesh sheet, spray C30 concrete support.
Further, on positive hole during section construction, advance support is adopted:
Advanced tubule adopts φ 42 ductule, and length L is 2.6m, arch spacing 0.1m, abutment wall spacing 0.2m, outer limb 5 ~ 10 °; Advanced tubule needs loopful to apply, and every Pin steelframe applies, and utilizes the shutoff of advanced tubule plate, ensures that excavation construction carries out smoothly.
Further, in above-mentioned steps h, median septum is immediately following face, and the face 3 ~ 4m that delays sets up Temporary invert, timely backfill grouting, and between backfill grouting front mileage section and face, distance controlling is at 6 ~ 8m.Median septum is cut with Core Soil and is dug merogenesis construction, and final Temporary invert of following becames one; Median septum arch springing adopts pad channel-section steel or the lumps of wood to strengthen support force; Carry out radial backfill grouting construction, complete 5 ~ 7 days of backfill grouting construction, country rock is basicly stable carries out lining construction in time afterwards.
Further, in above-mentioned steps j:
Step j1, positive hole inverted arch is constructed, and first must excavate and connect side wall drift bow member leg, connect 2 ~ 3 legs at every turn, forbid to excavate on a large scale, connect leg;
Step j2, connects after leg supporting completes until side wall drift and carries out inverted arch excavation again, installs inverted arch bow member, just props up and closes into ring in time, and each excavation inverted arch 2 ~ 3 Pin bow member (1 ~ 1.5m) is forbidden excavation excessive, caused and just prop up distortion;
Step j3, inverted arch excavation has just propped up 3m, builds inverted arch concrete, an inverted arch fill concrete in time, makes tunnel entirety reach stable;
Step j4, inverted arch construction complete reach 100% intensity after, according to monitoring measurement of wall rock situation, tunnel bulk deformation tends towards stability, and progressively can remove temporary support, construction two lining concrete.
Beneficial effect of the present invention is compared with prior art: this construction method comparatively traditional C D method, CRD method, two side-wall pilot tunnel working security is high, the construction speed fast duration is short, portion lacks mechanical and allocation of labor resources is low, steelframe concatenation construction deviation is little, preliminary bracing construction quality is high, and set up positive hole and just prop up bow member overall structure speed soon, Vault settlement is little, have very big promotional value, social benefit is good.For similar geological conditions constructing tunnel have accumulated invaluable experience.This method technique compared with conventional method is simple.Reduce the technical requirements to constructor, avoid the variety of problems due to human users's initiation in construction.
Accompanying drawing explanation
Fig. 1 is the schematic flow sheet of base tunnel advanced precipitation construction under rich water tunnel large section bilateral of the present invention.
Detailed description of the invention
Below in conjunction with accompanying drawing, to above-mentioned being described in more detail with other technical characteristic and advantage of the present invention.
Under tunnel of the present invention rich water tunnel large section bilateral, the technological principle of base tunnel advanced precipitation construction is: second section double side wall pilot tunnel of positive hole is advanced, and branch closes into ring, aligns hole and carries out advanced Yield rainfall relation, and it is firm to ensure that bow member arch springing is just propped up in positive hole.First section of positive hole adopts arc leading pit provided core soil method excavation, arch is once excavated and is put in place, Zheng Dong top is just propped up steelframe and is once spliced to put in place and close into ring, reduce the disturbance of repeatedly splicing country rock, reduce construction error, bow member overall structure is just propped up in the positive hole of quick foundation, guarantees workmanship and construction safety.
Refer to shown in Fig. 1, it is the schematic flow sheet of base tunnel advanced precipitation construction under tunnel of the present invention rich water tunnel large section bilateral, and this detailed process is:
Step a, pilot tunnel bottom advanced precipitation;
Step b, measurement and positioning setting-out;
Step c, ring pilot tunnel abutment wall, abutment wall perform advance support;
Steps d, benching tunnelling method leading side pilot drive, preliminary bracing, sidewall, Temporary invert;
Step e, row side pilot drive after benching tunnelling method, preliminary bracing, sidewall, Temporary invert;
Step f, upper arcuate base tunnel remaining core soil in advance excavates, preliminary bracing, interim arch, median septum, and Core Soil relies on nucleolus cubsoil anchoring pipe and φ 42 ductule plate of vertically constructing in Core Soil both sides to reinforce;
Step g, to just behind a backfill grouting reinforce, cement paste adopts 1: 1 water/binder ratio configuration, point bench excavation Core Soil, and upper section forward tunneling process is progressively cut and dug Core Soil, if median septum and Temporary invert, guarantees country rock construction safety when further convergent deformation;
Step h, inverted arch excavates, and just props up and closes into ring, cast inverted arch and fill concrete;
Step I, supporting inspection, quality monitoring, if just a bow member convergent deformation is serious, then increases secondary protection, perform following step j; Secondary supporting abutment wall establishes work 16 steelframe, and spacing is 1 Pin/1.0m, and arch wall hangs φ 8 steel mesh reinforcement, Mesh distance 20cm × 20cm, and arch wall arranges Φ 22 dowel, circumferential distance 1.0m.Every Pin arranges 16 φ 42 anchor tubes, L-4.0m; Arch wall sprays C25 Concrete Thick 20cm.
Step j, removes sidewall, interim arch is faced upward, median septum;
Step k, composite lining is constructed.
Wherein, in above-mentioned steps a, pilot tunnel bottom advanced precipitation, first, step a1, to tubes welding;
Step a11, pilot drift arranges the advanced pipe well of 2 ~ 4 row's 4 ~ 5m length, arc leading pit excavation face and arch springing position well casing spacing 0.5 ~ 1m;
Step a12, abutment wall and the oblique extrapolation of arch springing position well casing, can suitably encrypt spacing to 0.3 ~ 0.5m, adopts 4m, 5m well casing interlaced arrangement, to ensure dewatering effect;
Step a13, often after circulation excavation, the well casing of positive abutment wall side, hole must retain, and guarantees continue precipitation apart from face 5 ~ 10m scope.
Step a2, well-point pipe makes;
Step a21, PPR vacuum well casing adopts the processing of φ 32PPR pipe, well casing length 4 ~ 5m, tube head 50 ~ 80cm length boring outer wrapping 100 order double-layer leaching net, adopts high-pressure blast or the direct punching intubate construction of water under high pressure;
Step a22, seamless steel pipe well casing adopts the processing of φ 42 seamless pipe, well casing length 4 ~ 5m, it is completely closed that tube head is processed as arrow, 40 ~ 60cm section welding φ 35 steel pipe after tube head, this section of tube wall is opened strip slotted eye, outer wrapping 100 order double-layer leaching net adopts iron wire to tighten; Seamless steel pipe well casing has been applicable to harden block, boulder location, when cannot adopt high-pressure blast, water punching, adopts air pressure gun to advance after directly adopting air pressure gun boring.
Step a23, well-point pipe adopts φ 32PVC pipe to make, and insert the long location interval 20cm of below ground 1m and bore φ 8 hole, adopt filter screen parcel, screen mesh should be less than Extra-fine sand particle size; Can adopt double-layer leaching net if desired, first floor filter screen hard-pressed bale pvc pipe, second layer filter screen diameter is greater than pvc pipe diameter 6cm, and filling particle diameter between two-layer filter screen is 1-3cm bird's-eye gravel filtrate, and mouth of pipe parcel closely.
In step b, require that each well-point pipe position is made in measurement according to designing precipitation, if designing precipitation tube pitch can not meet site operation requirement, can encrypt.
Step b1, boring: adopt giant punching, pore-forming vertical missing controls within 1%, depth of pore forming should 0.5m more than darker in projected depth, and insert well-point pipe immediately after pore-forming, top exceeds about 50cm than ground.
Step b2, fills out gravel material: after well-point pipe inserts, between well-point pipe and hole wall, fill particle diameter is in time 1-3em bird's-eye gravel filtrate.Filtrate must meet grating requirement, and screened out by the particle beyond design gravel specification upper and lower limit, qualification rate is greater than 90%, and impurity content is not more than 3%.Use spade blanking, with prevent layering uneven and impact well casing, fill out filtrate and want one-time continuous to complete, about 1m filling out well head the end of from, top adopt not contain sandstone clay back-filling in layers and ram pressure seal mouth.
Step b3, well-flushing: the main purpose of well-flushing is to remove the mud rested on the mud in pervious layer and hole wall in hole, dredging pervious layer, and around well, form good loaded filter.Employing pressure is 0.8Mpa, and capacity is 9m
3the air compressor machine of/min and vacuum pump combined washing well, till extraction clear water.
Step b4, sumping;
Sump is arranged on pilot tunnel substrate and inverted arch position, positive hole, and collect construction water-pumping/draining with abutment wall infiltration, sump arranges filter screen, adopts high-power submerged water pump and centrifugal pump to concentrate and is pumped to outside hole.
Step b5, vacuum lightweight well-point dewatering is constructed:
Step b51, on each pilot tunnel, selvage guide puts the V6 type vacuum pump of 2 ~ 4 7.5Kw, under lead 1 ~ 2, put along abutment wall position.Can adjust at any time according to water yield situation and increase vacuum pump quantity.
Step b52, every platform pump connects two joint φ 80 and to catchment supervisor, the often long 4.0m of joint supervisor, and arranges the φ 32 hole well casings of 8 ~ 12 band gate valves, follow well casing connection by wired hose, every platform vacuum pump can connect 16 ~ 24 hole pipe wells.
Step b53, V6 type vacuum pump runs and makes to form negative pressure around each well casing by the water pump drainage in Extra-fine sand country rock out.
Step b54, during dewatering construction, negative pressure of vacuum controls below-0.06MPa, if pressure raises, must carry out investigating by root to downcomer, see with or without gas leakage, must check whether the steel pipe sealing inserted in soil layer puts in place, and air leak position must adopt adhesive plaster to tightly wrap simultaneously.
Step b55, ensures that face 5 ~ 10m scope abutment wall and face precipitation continue to carry out.
Step b6, draws water: before installing, reply pipeline, water pump itself and control system does once comprehensively careful inspection, if there is no problem, can put into well and use.
In above-mentioned steps c, comprise step c1, pilot tunnel advance support:
Step c11, advanced tubule adopts φ 42 steel pipe, length 2.6m, arch spacing 0.1m, abutment wall spacing 0.2m, outer limb 5 ~ 10 °.
Step c12, advanced tubule loopful applies, and every Pin steelframe applies, and utilizes the shutoff of advanced tubule plate, ensures that excavation construction carries out smoothly.
Step c2, pilot tunnel adopts full hand excavation, muck removal, is diminished by pilot tunnel cross section regulation, improves artificial construction's efficiency.
Step c3, adjustment sidewall bow member arc, makes sidewall better stressed, sets up Temporary invert to the leading side of pilot tunnel, every portion Cheng Huan, strengthen working security.Guarantee pilot tunnel is advanced, solves the most root problem in tunnel.
The detailed process of above-mentioned steps d, f is:
Divide step precipitation to pilot tunnel, excavation construction after advanced precipitation first must be carried out in leading side, and the extrapolation precipitation pipe well of both sides abutment wall must retain, and can continue precipitation after ensureing during the excavation of row side.The same top of form of construction work, rear row side, must construct after first precipitation.
Pilot tunnel adopts benching tunnelling method construction, excavation height 5.3m.Determining to top bar according to calcite cementation aspect absolute altitude is highly 2.5m, and get out of a predicament or an embarrassing situation height 2.8m.Supporting bow member pin after excavation of guaranteeing to get out of a predicament or an embarrassing situation stretches into calcite cementation layer 30 ~ 50cm, guarantees just to sink because substrate support power is not enough after a pressurized, ftractures, is out of shape.
Top bar and adopt arc leading pit method excavation, often circulation driving chi 0.5m.During excavation construction, five-ply board shutoff is inserted to arch and face in excavation limit in limit, arch is directly at cocycle advanced tubule plate behind, face adopts φ 22 reinforcing bar skeleton mesh sheet rear blocking plate, and φ 22 reinforcing bar welds with Core Soil anchoring pipe and supports, and guarantees excavation construction safety.
Construction two abutment wall of getting out of a predicament or an embarrassing situation can stagger 2 ~ 3m construction, and one time, every side Excavation Length 0.5 ~ 1m, in time installs bow member concrete spraying support.Get out of a predicament or an embarrassing situation and often complete 3 ~ 5m and carry out the construction of Temporary invert.Guarantee that the supporting of sidewall pilot tunnel closes into ring in time, ensure safety for tunnel engineering and quality.
Sidewall pilot tunnel abutment wall bow member is directly positive hole work 25a shaped steel arch, and inner side bow member and Temporary invert bow member adopt work 20a shaped steel arch.The double-deck dowel of whole employing and mesh sheet, spray C30 concrete support.
On positive hole during section construction, adopt advance support:
Advanced tubule adopts φ 42 ductule, and length L is 2.6m, arch spacing 0.1m, abutment wall spacing 0.2m, outer limb 5 ~ 10 °.
Advanced tubule needs loopful to apply, and every Pin steelframe applies, and utilizes the shutoff of advanced tubule plate, ensures that excavation construction carries out smoothly.
In above-mentioned steps h, median septum is immediately following face, and the face 3 ~ 4m that delays sets up Temporary invert, timely backfill grouting, and between backfill grouting front mileage section and face, distance controlling is at 6 ~ 8m.Median septum is cut with Core Soil and is dug merogenesis construction, and final Temporary invert of following becames one.Median septum arch springing adopts pad channel-section steel or the lumps of wood to strengthen support force.Carry out radial backfill grouting construction, complete 5 ~ 7 days of backfill grouting construction, country rock is basicly stable carries out lining construction in time afterwards.
In above-mentioned steps j, comprising:
Step j1, positive hole inverted arch is constructed, and first must excavate and connect side wall drift bow member leg, connect 2 ~ 3 legs at every turn, forbid to excavate on a large scale, connect leg.
Step j2, connects after leg supporting completes until side wall drift and carries out inverted arch excavation again, installs inverted arch bow member, just props up and closes into ring in time.Each excavation inverted arch 2 ~ 3 Pin bow member (1 ~ 1.5m), forbids excavation excessive, causes a just distortion.
Step j3, inverted arch excavation has just propped up 3m, builds inverted arch concrete, an inverted arch fill concrete in time, makes tunnel entirety reach stable.
Step j4, inverted arch construction complete reach 100% intensity after, according to monitoring measurement of wall rock situation, tunnel bulk deformation tends towards stability, and progressively can remove temporary support, construction two lining concrete.
Below in conjunction with construction embodiment, said method is described:
Ta Zhong highway Qiao Er Mazak tunnel be Dushanbe to the important pivot engineering on Dan Jiala arterial highway, to improve tower traffic so that strengthen in tower commerce and trade logistics contact more and more have great importance.The long 4430m in Qiao Er Mazak tunnel, is positioned at Tajikistan to Chinese Highway reconstruction and extension project first phase Dushanbe to Dan Jiala C section.Sui Zhi district, tunnel landforms belong to high mountain landforms, and barrel place massif is for crossing ridge, and in the middle of overall physical features, high two ends are low, ground level 1200 ~ 1630 ~ 1120m, relative relief 510m.Tunnel's entrance and exit place landform is more slow, and the gradient is 20-38 °, and the maximum buried depth in tunnel is about 419m.The cheuch cutting of Sui Zhi district is strong, and hillside is precipitous, and domatic major part is loess, and vegetation coverage is lower, compares and is conducive to natural drainage.Sui Zhi district formation lithology is mainly loess, sandstone, siltstone, limestone add slate, and top rock mass is in strong ~ slightly weathered rock mass, and developmental joint fissure, water permeability is better, because the gradient is unfavorable for more greatly not moisture.On it, local complexity second is the residual deluvium (Q of Holocene series
2) loess, water permeability is stronger.This section mainly accepts the supply of Atmospheric precipitation and accumulated snow, and because cheuch cutting is serious, depth of cut is large, and infiltration capacity is generally less, strongly weathered sand-rock, and permeable not moisture, underground water storage requirement is poor, and precipitation and snowmelt many suitable slopes body flow into cheuch.There is Bedrock Crevice Water in section local, tunnel location, the water yield is more weak, changes with season.Less on the impact in tunnel, when tunnel excavation is constructed, particularly when wet season and snow melt excavation construction in season, tunnel's entrance and exit section there will be drench with rain shape or shape water outlet of shoving.Unfavorable to the stability of Tunnel slope and surrounding rock of chamber, should detecting water by pilot hole be carried out if desired, particularly when to oblique core portion, should draw attention during construction.
Exposure stratum, Sui Zhi district is mainly loess, sandstone, siltstone, limestone and slate; Top layer is carried out and is stamped first be residual deluvium and second is residual deluvium.Now extremely always be described below by by new:
1) second is the residual deluvium (Q of Holocene series
2): based on loess, deep yellow, pale brown and micro-red.Have a small amount of macropore or without macropore, soil property is tight, tool columnar joint, anti-erosion power is strong, soil property is comparatively even, and lose bedding, Jiang Shi is few and little on top, Jiang Shi particle diameter 5 ~ 20cm under paleosol layer, and stratification distribution, or become calcite cementation layer, bottom grittiness and handstone distribution, what be mainly distributed in tunnel faces upward slope, hillside and Po Ding.
2) first is the residual deluvium (Q of Holocene series
1f): based on loess and loess type, micro-red and reddish brown etc.Do not have a macropore, soil property is closely to hard, and uniform particles, columnar joint is grown, and lose bedding, Jiang Shi content is few, stratification or be sporadicly distributed in soil layer, particle diameter 1 ~ 3cm, sometimes containing the coarse granule such as sand and gravel soil layer.
3) argillaceous rocks class
(1) shale: be to be dewatered cementing forming by clay, based on clay mineral, major part has obvious thin layer to manage, in foliaceous.Lithology weak, easy-weathering fragmentates, and intensity is low, is easy to softening and loses stability with water effect.
(2) mud stone: composition is similar to shale, normal one-tenth thick-layer shape.Take kaolinite as the mud stone of main component, normal in canescence or yellow-white, water imbibition is strong, meets water after-tack.Take montmorillonite as the mud stone of main component, normal in white, rose-colored or light green color, there is sliding sense on surface, and plasticity is little, and water imbibition is high, and after water suction, volume sharply expands.
(3) sandstone, siltstone: Dark grey, mineral composition is based on feldspar, and acinose texture, massive structure, rock is many in Clastic texture, and developmental joint fissure, part location is relatively complete and hard.This stratum is the main country rock of tunnel cavern, and normal and slate is the exposure of alternating layers shape.By its rate of decay, three weathered zones such as severely-weathered, weak weathering, gentle breeze can be divided in depth of exploration.Severely-weathered [σ o]=400KPa, weak weathering [σ o]=1000KPa.
(4) feldspar quartz packsand: aubergine, mineral composition is based on feldspar, quartz, and acinose texture, massive structure, rock is many in Clastic texture, and developmental joint fissure, part location is relatively complete and hard.By its rate of decay, three weathered zones such as severely-weathered, weak weathering, gentle breeze can be divided into.Severely-weathered [σ o]=400KPa, weak weathering [σ o]=1000KPa.
(5) limestone: dark-grey ~ light grey, mineralogical composition, to decompose Shi Weizhu, secondly contains a small amount of dolomite and clay mineral.What have pure chemistry effect to generate has crystalline texture, when crystal grain is superfine, can form the obvious crystalline limestone of crystal grain through recrystallization.The limestone generated by biological chemistry action, normal containing abundant organic matter remains.General containing some dolomites and clay mineral in limestone.
Ta Zhong highway Qiao Er Mazak tunnel entrance passes through loess and mud stone unconformity contact zones, and this section of loess is satisfied water, and basement rock mud stone is impervious stratum, the rich water of this ground Binding protein of Tunnel Passing, Analyses of Tunnel Wall Rock Stability extreme difference, excavation self-stable ability is weak, controls totally unfavorable to excavation.And tunnel cross-section is large, excavation supporting difficulty, difficulty of construction is large.This section of buried depth is more than 50m, and as taked precipitation outside hole in construction, interim expropriation of land difficulty is large, and the cycle is long, and easily causes unnecessary dispute; Outside hole, the dewatering construction cycle is long simultaneously, and efficiency is low, and precipitation cost is high; And contact due to the unconformity of native rock bonding surface, outside hole, precipitation cannot the interfacial water that exists of drainage local, easily because the existence of this interfacial water causes occurring that local flow collapses in construction, causes tunnel support structure unstability.Given this particularity on stratum, tunnel, Quick safety construction technology is crucial, and by the use of this method, this engineering obtains successfully.
The technological requirement of the inventive method is, adopts full manual type to excavate, and small-sized machine coordinates muck removal, reduces the disturbance of construction to original country rock to the greatest extent to greatest extent, prevents from forming quicksand shape slump.
Often circulation excavation supporting drilling depth of topping bar should not be greater than 1 Pin bow member spacing.Abutment wall often circulation excavation supporting drilling depth must not be greater than 2 Pin.Must complete steelframe lock foot anchoring stock before inverted arch excavation, often circulation excavation drilling depth must not be greater than 3 meters.
After tunnel excavation, preliminary bracing performs in time and closes into ring, and detent position distance face must not be greater than 35 meters.
Should just spray immediately after excavation, close scar in time, prevent from softening, worsening wall rock condition, inverted arch is closelyed follow.Sprayed mortar should ensure thickness and planeness, and planeness is not more than 3cm.
Core Soil is retained during upper section excavation, forbid excavating unsettled soil, naturally soil excavation should be undertaken putting slope by code requirement, get anti-collapse material (sand pocket, the lumps of wood and aerated bricks etc.) of speedily carrying out rescue work ready, relief materials meet the tendency within the scope of distance face 30m, perform the preparation of avalanche prevention, be not used for other purpose.
Strictly control up/down steps length during construction, prevent accidents such as causing that the earthwork is caved in because step is too short; If when the soil body loosely easily slides, except putting except slope on request, sprayed mortar should be adopted to close domatic, find that the soil body is unstable, have when caving in sign (as soil body particle is accelerated landing, seeped water and carry silt increase etc.), close immediately, when situation is serious, arrange personnel to withdraw immediately.
Shaped steel arch should can use before installing in pre-assembled acceptance(check), and require that welding position is up-to-standard, the assembled allowable error of periphery is ± 3cm, and plane warping allowable variation is 2cm.
Bow member installation requirement longitudinal pitch deviation is ± 5cm, overall maximum perpendicular degree deviation is not more than ± and 2 °, namely the perpendicularity deviation of every 1 meter high of bow member is 3cm.
Shaped steel and connecting rod raw material should be straight, not damaged, and must not there be crackle on surface, greasy dirt, and graininess or sheet are become rusty always.
Welding requirements: secondary reinforcing bar single-sided welding 10d, two-sided welding 5d, one-level reinforcement welding lap length 10d (d: bar diameter); Adopt the welding rod of 502 or 506, dry joint, sealing-off, solder skip phenomenon must not be had.
According to construction technology segmentation and slicing, from bottom to top should carry out successively during sprayed mortar.A sprayed mortar maximum gauge, arch 10cm, abutment wall 15cm.During layering sprayed mortar, later layer sprayed mortar should carry out after last layer concrete final set.
In work progress, monitor the building of periphery and ground settlement, unusual circumstance should stop construction immediately, row relax of going forward side by side, and can construct after stable; On request to measuring in hole and ground settlement observation, adjusting supporting parameter and excavation progress in time according to monitored data, preventing ground settlement and tunnel clearance distortion.
The foregoing is only preferred embodiment of the present invention, is only illustrative for invention, and nonrestrictive.Those skilled in the art is understood, and can carry out many changes in the spirit and scope that invention claim limits to it, amendment, even equivalence, but all will fall within the scope of protection of the present invention.
Claims (10)
1. a base tunnel advanced precipitation construction method under rich water tunnel large section bilateral, it is characterized in that, this detailed process is:
Step a, pilot tunnel bottom advanced precipitation;
Step b, measurement and positioning setting-out;
Step c, ring pilot tunnel abutment wall, abutment wall perform advance support;
Steps d, benching tunnelling method leading side pilot drive, preliminary bracing, sidewall, Temporary invert;
Step e, row side pilot drive after benching tunnelling method, preliminary bracing, sidewall, Temporary invert;
Step f, upper arcuate base tunnel remaining core soil in advance excavates, preliminary bracing, Temporary invert, median septum;
Step g, to a just backfill grouting reinforcing behind, point bench excavation Core Soil;
Step h, inverted arch excavates, and just props up and closes into ring, cast inverted arch and fill concrete;
Step I, supporting inspection, quality monitoring, if just a bow member convergent deformation is serious, then increases secondary protection, perform following step j;
Step j, removes sidewall, interim arch is faced upward, median septum;
Step k, composite lining is constructed.
2. base tunnel advanced precipitation construction method under rich water tunnel large section bilateral according to claim 1, is characterized in that, in above-mentioned steps a, and pilot tunnel bottom advanced precipitation, first, step a1, to tubes welding;
Pilot drift arranges the advanced pipe well of 2 ~ 4 row's 4 ~ 5m length, arc leading pit excavation face and arch springing position well casing spacing 0.5 ~ 1m; Abutment wall and the oblique extrapolation of arch springing position well casing, can suitably encrypt spacing to 0.3 ~ 0.5m, adopts 4m, 5m well casing interlaced arrangement; Often after circulation excavation, the well casing of positive abutment wall side, hole must retain, and guarantees continue precipitation apart from face 5 ~ 10m scope.
3. base tunnel advanced precipitation construction method under rich water tunnel large section bilateral according to claim 2, is characterized in that, in above-mentioned steps a, and step a2, well-point pipe makes;
PPR vacuum well casing adopts the processing of φ 32PPR pipe, well casing length 4 ~ 5m, tube head 50 ~ 80cm length boring outer wrapping 100 order double-layer leaching net, adopts high-pressure blast or the direct punching intubate construction of water under high pressure;
Seamless steel pipe well casing adopts the processing of φ 42 seamless pipe, well casing length 4 ~ 5m, and it is completely closed that tube head is processed as arrow, 40 ~ 60cm section welding φ 35 steel pipe after tube head, and this section of tube wall is opened strip slotted eye, outer wrapping 100 order double-layer leaching net adopts iron wire to tighten;
Well-point pipe adopts φ 32PVC pipe to make, and insert the long location interval 20cm of below ground 1m and bore φ 8 hole, adopt filter screen parcel, screen mesh should be less than Extra-fine sand particle size; Can adopt double-layer leaching net if desired, first floor filter screen hard-pressed bale pvc pipe, second layer filter screen diameter is greater than pvc pipe diameter 6cm, and filling particle diameter between two-layer filter screen is 1-3cm bird's-eye gravel filtrate, and mouth of pipe parcel closely.
4. base tunnel advanced precipitation construction method under rich water tunnel large section bilateral according to claim 1, it is characterized in that, in above-mentioned steps b, require that each well-point pipe position is made in measurement according to designing precipitation, if designing precipitation tube pitch can not meet site operation requirement, can encrypt;
Step b1, boring: adopt giant punching, pore-forming vertical missing controls within 1%, depth of pore forming should 0.5m more than darker in projected depth, and insert well-point pipe immediately after pore-forming, top exceeds about 50cm than ground;
Step b2, fills out gravel material: after well-point pipe inserts, between well-point pipe and hole wall, fill particle diameter is in time 1-3cm bird's-eye gravel filtrate;
Step b3, well-flushing:; Employing pressure is 0.8Mpa, and capacity is 9m
3the air compressor machine of/min and vacuum pump combined washing well, till extraction clear water;
Step b4, sumping; Sump is arranged on pilot tunnel substrate and inverted arch position, positive hole, and collect construction water-pumping/draining with abutment wall infiltration, sump arranges filter screen, adopts high-power submerged water pump and centrifugal pump to concentrate and is pumped to outside hole;
Step b5, vacuum lightweight well-point dewatering is constructed;
Step b6, draws water: before installing, reply pipeline, water pump itself and control system does once comprehensively careful inspection, if there is no problem, can put into well and use.
5. base tunnel advanced precipitation construction method under rich water tunnel large section bilateral according to claim 3, is characterized in that, in above-mentioned steps b5,
On each pilot tunnel, selvage guide puts the V6 type vacuum pump of 2 ~ 4 7.5Kw, under lead 1 ~ 2, put along abutment wall position;
Every platform pump connects two joint φ 80 and to catchment supervisor, the often long 4.0m of joint supervisor, and arranges the φ 32 hole well casings of 8 ~ 12 band gate valves, follow well casing connection by wired hose, every platform vacuum pump can connect 16 ~ 24 hole pipe wells;
V6 type vacuum pump runs and makes to form negative pressure around each well casing by the water pump drainage in Extra-fine sand country rock out;
During dewatering construction, negative pressure of vacuum controls below-0.06MPa, if pressure raises, must carry out, by root investigation, seeing with or without gas leakage to downcomer, must check whether the steel pipe sealing inserted in soil layer puts in place, and air leak position must adopt adhesive plaster to tightly wrap simultaneously; Ensure that face 5 ~ 10m scope abutment wall and face precipitation continue to carry out.
6. base tunnel advanced precipitation construction method under rich water tunnel large section bilateral according to claim 1, is characterized in that, in above-mentioned steps c, comprise step c1, pilot tunnel advance support:
Step c11, advanced tubule adopts φ 42 steel pipe, length 2.6m, arch spacing 0.1m, abutment wall spacing 0.2m, outer limb 5 ~ 10 °;
Step c12, advanced tubule loopful applies, and every Pin steelframe applies, and utilizes the shutoff of advanced tubule plate, ensures that excavation construction carries out smoothly;
Step c2, pilot tunnel adopts full hand excavation, muck removal, is diminished by pilot tunnel cross section regulation;
Step c3, adjustment sidewall bow member arc, sets up Temporary invert to the leading side of pilot tunnel, every portion Cheng Huan, strengthens working security.
7. base tunnel advanced precipitation construction method under rich water tunnel large section bilateral according to claim 6, is characterized in that, in above-mentioned steps d, f,
Divide step precipitation to pilot tunnel, excavation construction after advanced precipitation first must be carried out in leading side, and the extrapolation precipitation pipe well of both sides abutment wall must retain, and can continue precipitation during the excavation of row side after ensureing, the same top of form of construction work, rear row side, must construct after first precipitation; Wherein,
Pilot tunnel adopts benching tunnelling method construction, excavation height 5.3m, and determining to top bar according to calcite cementation aspect absolute altitude is highly 2.5m, and get out of a predicament or an embarrassing situation height 2.8m;
Top bar and adopt arc leading pit method excavation, often circulation driving chi 0.5m, during excavation construction, five-ply board shutoff is inserted to arch and face in excavation limit in limit, arch is directly at cocycle advanced tubule plate behind, face adopts φ 22 reinforcing bar skeleton mesh sheet rear blocking plate, and φ 22 reinforcing bar welds with Core Soil anchoring pipe and supports;
Construction two abutment wall of getting out of a predicament or an embarrassing situation can stagger 2 ~ 3m construction, and one time, every side Excavation Length 0.5 ~ 1m, in time installs bow member concrete spraying support, gets out of a predicament or an embarrassing situation often to complete 3 ~ 5m and carry out a Temporary invert construction;
Sidewall pilot tunnel abutment wall bow member is directly positive hole work 25a shaped steel arch, and inner side bow member and Temporary invert bow member adopt work 20a shaped steel arch, and portion adopts double-deck dowel and mesh sheet, spray C30 concrete support.
8. base tunnel advanced precipitation construction method under rich water tunnel large section bilateral according to claim 7, is characterized in that, on positive hole during section construction, adopts advance support:
Advanced tubule adopts φ 42 ductule, and length L is 2.6m, arch spacing 0.1m, abutment wall spacing 0.2m, outer limb 5 ~ 10 °; Advanced tubule needs loopful to apply, and every Pin steelframe applies, and utilizes the shutoff of advanced tubule plate, ensures that excavation construction carries out smoothly.
9. base tunnel advanced precipitation construction method under rich water tunnel large section bilateral according to claim 6, it is characterized in that, in above-mentioned steps h, median septum is immediately following face, face 3 ~ the 4m that delays sets up Temporary invert, timely backfill grouting, between backfill grouting front mileage section and face, distance controlling is at 6 ~ 8m.Median septum is cut with Core Soil and is dug merogenesis construction, and final Temporary invert of following becames one; Median septum arch springing adopts pad channel-section steel or the lumps of wood to strengthen support force; Carry out radial backfill grouting construction, complete 5 ~ 7 days of backfill grouting construction, country rock is basicly stable carries out lining construction in time afterwards.
10. base tunnel advanced precipitation construction under rich water tunnel large section bilateral according to claim 6, is characterized in that, in above-mentioned steps j:
Step j1, positive hole inverted arch is constructed, and first must excavate and connect side wall drift bow member leg, connect 2 ~ 3 legs at every turn, forbid to excavate on a large scale, connect leg;
Step j2, connects after leg supporting completes until side wall drift and carries out inverted arch excavation again, installs inverted arch bow member, just props up and closes into ring in time, and each excavation inverted arch 2 ~ 3 Pin bow member (1 ~ 1.5m) is forbidden excavation excessive, caused and just prop up distortion;
Step j3, inverted arch excavation has just propped up 3m, builds inverted arch concrete, an inverted arch fill concrete in time, makes tunnel entirety reach stable;
Step j4, inverted arch construction complete reach 100% intensity after, according to monitoring measurement of wall rock situation, tunnel bulk deformation tends towards stability, and progressively can remove temporary support, construction two lining concrete.
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Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07259078A (en) * | 1994-03-22 | 1995-10-09 | Nkk Corp | Steel material for shield opening, constructing method for underground continuous wall, and boring method for pit |
| CN103628915A (en) * | 2013-11-28 | 2014-03-12 | 中铁十三局集团有限公司 | Dewatering and drainage method for large-section water-rich saturation fine-silt tunnel |
| CN103628888A (en) * | 2013-11-28 | 2014-03-12 | 中铁十三局集团有限公司 | Stability augmentation and solidification method for large-section water-rich saturation fine-silt railway tunnel |
| CN103628887A (en) * | 2013-11-28 | 2014-03-12 | 中铁十三局集团有限公司 | Large-section water-rich saturated fine sand railway tunnel excavation method |
| CN103643973A (en) * | 2013-12-03 | 2014-03-19 | 中铁十三局集团有限公司 | CRD construction method tunnel waterproof construction method |
| CN103775095A (en) * | 2014-02-26 | 2014-05-07 | 中铁第一勘察设计院集团有限公司 | Ridge soft-foundation tunnel advance double guide tunnel and construction method thereof |
| CN203702250U (en) * | 2013-11-28 | 2014-07-09 | 中铁十三局集团有限公司 | Dewatering and drainage system of large-section water-rich saturated silty fine sand tunnel |
-
2014
- 2014-09-18 CN CN201410509552.5A patent/CN104373128A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07259078A (en) * | 1994-03-22 | 1995-10-09 | Nkk Corp | Steel material for shield opening, constructing method for underground continuous wall, and boring method for pit |
| CN103628915A (en) * | 2013-11-28 | 2014-03-12 | 中铁十三局集团有限公司 | Dewatering and drainage method for large-section water-rich saturation fine-silt tunnel |
| CN103628888A (en) * | 2013-11-28 | 2014-03-12 | 中铁十三局集团有限公司 | Stability augmentation and solidification method for large-section water-rich saturation fine-silt railway tunnel |
| CN103628887A (en) * | 2013-11-28 | 2014-03-12 | 中铁十三局集团有限公司 | Large-section water-rich saturated fine sand railway tunnel excavation method |
| CN203702250U (en) * | 2013-11-28 | 2014-07-09 | 中铁十三局集团有限公司 | Dewatering and drainage system of large-section water-rich saturated silty fine sand tunnel |
| CN103643973A (en) * | 2013-12-03 | 2014-03-19 | 中铁十三局集团有限公司 | CRD construction method tunnel waterproof construction method |
| CN103775095A (en) * | 2014-02-26 | 2014-05-07 | 中铁第一勘察设计院集团有限公司 | Ridge soft-foundation tunnel advance double guide tunnel and construction method thereof |
Non-Patent Citations (1)
| Title |
|---|
| 宋云财: "《北京地铁富水隧道施工综合降水技术探讨》", 《水利与建筑工程学报》 * |
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| CN112761649A (en) * | 2021-01-22 | 2021-05-07 | 西安理工大学 | Vacuum precipitation construction method for double-side wall holes of saturated loess tunnel |
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