CN105201513A - Shaft construction method for rail transit - Google Patents

Shaft construction method for rail transit Download PDF

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CN105201513A
CN105201513A CN201510578039.6A CN201510578039A CN105201513A CN 105201513 A CN105201513 A CN 105201513A CN 201510578039 A CN201510578039 A CN 201510578039A CN 105201513 A CN105201513 A CN 105201513A
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construction
excavation
shaft
vertical
adopts
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卢强
彭军
陈杨
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Chongqing Vocational Institute of Engineering
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Chongqing Vocational Institute of Engineering
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Abstract

The invention belongs to the technical field of tunnel construction and particularly discloses a shaft construction method of rail transit. The method comprises steps as follows: A construction preparation, B preliminary shaft construction, C vertical lifting, D shaft body excavation, E primary support and F shaft lining construction. The construction preparation sequentially comprises steps as follows: surveying and setting out, sedimentation tank excavation, water and electricity construction, ventilation construction, drainage construction, pipeline arrangement, edge protection and upper and lower passage construction. During preliminary shaft construction, whole mold construction, whole one-time pouring and layered pouring and tamping are performed. In the shaft body excavation step, mechanical excavation is adopted 10 m below the ground, semi-range mechanical excavation is adopted for a soil layer section, and timely support is performed after excavation. During primary support, the shaft soil layer section is pre-supported with a double-row advanced small pipe grouting method, and the included angle formed by an advanced small pipe and a side wall is 15-45 degrees. During excavation of the soil layer section, the construction quality of the advanced small pipe is controlled strictly, full grouting of a filling soil layer is guaranteed, and the soil layer is solid and compact.

Description

A kind of shaft construction method of track traffic
Technical field
The present invention relates to technical field of tunnel construction, be specifically related to a kind of shaft construction method of track traffic.
Background technology
Along with the development of society, track traffic becomes the main conveyance in city gradually.Track traffic has that freight volume is large, speed is fast, safety, the feature such as on schedule.Because the most place of China belongs to hilly ground, particularly southern area, realize track traffic just needs tunneling.Maximum with To Construction of Silo difficulty in constructing tunnel, particularly construct at center, city city.
Usual city intown vertical shaft clear spacing is less, and sometimes only only have about 3 meters, and surface soil layer is thicker, soil thickness reaches more than 10 meters sometimes, in work progress, there is hole collapse, and between well, soil layer spoils empty risk.
The rail transit network in a city is not synchronized construction, normally first build a collection of rail line, later stage builds a collection of rail line again, after build rail line and intersect with rail line in early stage, take crosspoint as transfer stop and then realize rail transit network.When building later stage rail line, often there will be the starting well in the interval of later stage rail line, well shaft bottom elevation location of slagging tap is less apart from the tunnel clear spacing of built rail line, sometimes only have about 6 meters; Tunnel clear spacing only about the 2m of middle starting well, the built rail line of well spacing of slagging tap; Received well excavating sideline is comparatively near apart from built ventilating shaft clear spacing, sometimes only about 2m, larger on its periphery construction of structures impact during shaft excavation.Due to vertical shaft and close together adjacent with neighboring buildings, usual owner requires use Blasting Excavation, but conventional mechanical excavates the requirement that can not meet again the construction period.
As can be seen here, for urban planning complicated at present, it is little that urgent need one is suitable for vertical shaft spacing, the track traffic shaft construction method that soil layer is thick.
Summary of the invention
Vertical shaft spacing is little, soil layer is thick to the object of the present invention is to provide one to be suitable for, hole collapse when avoiding excavation construction, and between well, soil layer spoils empty track traffic shaft construction method.
For achieving the above object, technical scheme of the present invention is as follows:
The base case that this programme provides is:
A shaft construction method for track traffic, comprises following steps:
A preparation of construction:
(1) surveying setting-out: make vertical shaft center by survey crew before going into operation, selectes the construction plant of vertical shaft, and excavates exploratory trench according to the center measured;
(2) excavate sedimentation basin: the reserved gutter of piece of smooth land surrounding excavation, and establish sedimentation basin in physical features lower;
(3) construction water, electricity: construction water, electricity consumption are introduced from urban pipe network;
(4) construction ventilation: select ventilation equipment and ventilating duct;
(5) construction drainage: select drainage plant;
(6) pipeline is arranged: ventilation equipment are installed in well head place, installs the elbow for reducing invisible waste at well head place; With airduct card, ventilating duct is fixed; Air chimney, high-pressure water pipe, gutter, powered wire and illuminating line is arranged in vertical shaft well;
(7) face frontier defense to protect: arrange around Shaft bank and face frontier defense and protect;
(8) lower channel: walking ladder is set in shaft excavation process, the angle of inclination of this walking ladder is 30 ° to 45 °;
B fore shaft performs: at the pre-buried pipeline in fore shaft place;
(1) select excavator excavation during the soil excavation of fore shaft cycle basis hole, adopt manual amendment according to the reserved 15 ~ 20cm of design drawing fore shaft size;
(2) during excavation, middle part is first dug, and establishes an interim sump preventing ground to be subject to water soaking at middle part;
(3) carry out finishing to surrounding after excavation to be shaped, excavated rear carrying out in time and just sprayed, stablized the soil body;
(4) during fore shaft construction, overall mould is built, and one piece pours into, and layering is watered and smash, and every layer height is no more than 0.6m, and plug-in type makes excellent vibration compacting firm by ramming; Circle is arranged the dash sill of the 40cm that is above the ground level;
(5) concrete adopts surface watering natural curing, and wherein demould time is no less than 12h;
C vertical-lift:
Gantry crane vertical-lift, selects the concrete span of gantry crane and arrangement form; Backfill is first tamped, and guarantees that degree of compaction is more than 90%; And first arrange Extended chemotherapy then apply gantry crane beam basis; Hand fit's digging machine carries out dress slag; During construction, slag tap in excavation limit in limit;
D well bore excavates:
The following mechanical equivalent of light excavation of ground 10m, soil layer section half range mechanical equivalent of light excavation, has excavated rear immediate support, then carries out another half
Width excavation supporting; Rock stratum section full width is excavated, and then carries out supporting;
E preliminary bracing:
(1) grid steel frame construction: before construction grid steel frame, indicate center line and the absolute altitude of design, according to surveying setting-out, actual elevation and design elevation error are less than 30mm, actual center line and design center line error are less than 30mm, and every Pin Grill space and design pitch error are less than 10cm;
(2) advanced tubule: vertical shaft soil layer section adopts the method pre support of double per-fore pouring liquid with small pipe, described advanced tubule and side wall angle 15 ° ~ 45 °;
(3) grouting rock bolt construction: step is followed successively by location, boring, slip casting, the insertion body of rod, skyhook backing plate and sprays concrete again and covers backing plate;
(4) steel mesh reinforcement construction: steel mesh reinforcement is φ 10200 × 200mm individual layer steel mesh reinforcement, size of mesh opening Deviation Control is within ± 10mm, and smooth vertical and horizontal, lap length is not less than 10cm;
(5) construction of shotcrete: after advanced tubule has been constructed, hangs up individual layer reinforced mesh, starts sprayed mortar after firm welding;
F vertical shaft lining construction: shaft excavation has just been propped up and carried out well bore secondary lining in time afterwards, well bore section lining cutting merogenesis construction from bottom to top, often saves length≤6m; Adopt steel pipe to set up formwork-support, concrete strength reaches stripping after 2.5MPa; Carry out water seasoning in time after form removal completes, curing time is no less than 14 days.
In the shaft construction method of this programme track traffic:
(1) Construction in Preparatory Stage is that comprehensive preliminary preparation has been done in construction, and wherein ventilating duct obtains airduct basal area A according to vent flow Q divided by required wind speed v, and then selects suitable air chimney.Drainage plant is according to parameter determination drainage plant models such as flow, lift, power, bore, electric currents.Sum up according to inventor's practical work experience for many years, the angle of inclination of walking ladder be 30 ° more suitable to 45 °, when angle of inclination is less than 30 °, walking ladder takes up room comparatively large, and the length of walking ladder is longer, and cost of manufacture is higher; When angle of inclination is greater than 45 °, ramp is comparatively large, and the upper and lower stair of staff are steeper.Elbow for reducing invisible waste is installed, because the more wind loss of bend are more in tunnel, so elbow that will be reasonable in design according to the concrete condition in tunnel at well head place.
(2) during fore shaft performs, during excavation, middle part is first dug, and for the basis that geological condition is bad, adopts excavation by troughs, first intermediate and then both sides.Demould time is no less than 12h, is conducive to improving concrete strength, because when being less than 12 hours, the final setting time of concrete strength does not reach, insufficient strength.
(3) in vertical-lift, select gantry crane, for cucurbit, gantry crane has the advantages that security performance is high, efficiency is high.
The advantage of this programme is: by using advanced tubule construction during soil layer section excavation, guarantee that fill stratum slip casting is full, soil consolidation is closely knit.The half of excavation of single well, to close soil layer in time reducing open-assembly time.This programme effectively overcomes exists hole collapse in work progress, and between well, soil layer spoils sky risk.
Preferred version one: based on the preferred version of scheme, in D well bore excavation step, 10m following absolute altitude in rock stratum section ground adopts Blasting Excavation to shaft bottom absolute altitude, the blasting method excavation that the presplitting of main employing first periphery, rear entirety loosen, explosion is explosion at twice along its length, often circulation excavation drilling depth 0.5m-1.5m; Within 10m, adopt mechanical equivalent of light excavation apart from built construction passage clear spacing in excavation face, the position that clear spacing is more than or equal to 10m adopts Blasting Excavation, and takes to lay the measure reduction Explosive Vibrating Velocities such as vibration damping hole; And carry out preliminary bracing in time, close country rock; Circulation excavation drilling depth and supporting parameter is adjusted in time according to monitored data.
In this programme, explosion is explosion at twice along its length, often circulation excavation drilling depth 0.5m ~ 1.5m.Excavation drilling depth is short, reduces blast-shaking speed, ensures safety.
The advantage of this programme is: excavation face adopts mechanical equivalent of light excavation apart from built construction passage clear spacing within 10m, and the position that clear spacing is more than or equal to 10m adopts controlled blasting, and takes to lay the measure reduction Explosive Vibrating Velocities such as vibration damping hole.And carry out preliminary bracing in time, close country rock as early as possible.Strengthen monitoring, adjust circulation excavation drilling depth and supporting parameter in time according to monitored data.To its Building Settlement around Foundation when reducing shaft excavation.
Preferred version two: the preferably preferred version of: in D well bore excavation step, often circulation excavation drilling depth 1m.Sum up according to inventor's practical experience for many years, 1m is the most reasonable for circulation excavation drilling depth.Circulation excavation drilling depth is oversize, and the risk of caving in is comparatively large, and circulation excavation drilling depth is too short, causes the construction period longer.
Preferred version three: based on scheme, preferred version one, two preferred version: in the pipeline deposition step in A preparation of construction, powered wire and illuminating line are arranged in the upper end of vertical shaft pipeline plan view vertical shaft, and water inlet pipe, gutter, high-pressure blast are arranged successively from top to bottom successively.According to the years of work experience of inventor, this kind arranges that practicality is stronger.
Preferred version four: the preferably preferred version of three: during B fore shaft performs, the pre-buried pipeline in fore shaft place is pvc pipe.Because pvc pipe has good tension, compressive strength, and also there is acidproof, alkaline-resisting, corrosion-resistant, not to be subject to the impact of moist moisture content and soil acidity or alkalinity feature.Therefore pre-buried selection for pipeline pvc pipe, greatly can improve construction quality.
Preferred version five: the preferably preferred version of four: in C vertical-lift step, gantry crane basis adopts reinforced concrete base, and basis should be arranged on hard undisturbed formation, and basic cross dimensions is the square of more than length of side 300mm.Improve the fastness on gantry crane basis.
Preferred version six: the preferably preferred version of five: in C vertical-lift step, digging machine is transported by mobile crane, transport.Reduce construction cost, reduce neighbouring impact around simultaneously.
Preferred version seven: the preferably preferred version of four, five, six: in C vertical-lift step, when slagging tap, slag bucket is moved to that vertical shaft is other to turn over slag platform and carry out turning over slag by gantry crane, and loader transhipment dregs is transported outward by dump truck to depositing slag field temporarily again.Improve slag discharge efficiency.
Preferred version eight: the preferably preferred version of seven: the ventilation equipment in A preparation of construction come into operation when shaft excavation is dark to 15m.Improve effective utilization of the energy, reduce the waste of the energy.
Preferred version nine: the preferably preferred version of eight: in D well bore excavation step, rock stratum section adopts crushing engine excavation, and often circulation cutting depth 0.3m, every 2m supporting once.Employing crushing engine excavates but not the object of digging that pops is the disturbance reducing neighboring buildings and ground.
Accompanying drawing explanation
Fig. 1 is To Construction of Silo process chart in the shaft construction method embodiment of track traffic of the present invention;
Fig. 2 is mortar anchor rod construction process flow chart in the shaft construction method embodiment of track traffic of the present invention;
Fig. 3 is construction of shotcrete process chart in the shaft construction method embodiment of track traffic of the present invention.
Detailed description of the invention
Below by detailed description of the invention, the present invention is further detailed explanation:
As shown in Figure 1, a kind of shaft construction method of track traffic, comprises following steps to the present embodiment:
A preparation of construction:
(1) surveying setting-out: make vertical shaft center by survey crew before going into operation, selectes the construction plant of plot as vertical shaft nearby according to the center measured.Whether excavation exploratory trench is observed line conditions and is conformed to municipal network pipeline figure, if conform to, takes appropriate measures in time and processes, if do not conform to, then change scheme according to moving of actual conditions determination pipeline, guarantee the intact and construction safety of pipeline.
(2) excavate sedimentation basin: piece of smooth land surrounding should excavate reserved gutter, and establishes sedimentation basin in physical features lower, after water sedimentation being filtered, drain into municipal wastewater pipeline.
(3) construction water, electricity: construction water electricity consumption is introduced from nearby urban pipe network.
(4) construction ventilation: select K40-4-No10 (power 15KW) axial fan, the soft air chimney forced ventilation of φ 600, can meet air-conditioning requirement.
(5) construction drainage: individual well draining adopts 2 7.5kw foul water pumps, wherein separate unit ability be 15 sides/hour water pump, by gutter, water is discharged into ground.
(6) pipeline is arranged: select K40-4-No10 (power 15KW) axial fan, the soft airduct forced ventilation of φ 600.Ventilation fan is installed in well head place, installs the elbow of special processing, to reduce invisible waste at well head place; Air chimney utilizes airduct to fasten, and every 6m arranges an airduct card and is fixed on the borehole wall.When shaft excavation is dark to 15m, ventilation system comes into operation.
Air chimney, high-pressure water pipe, gutter, powered wire and illuminating line is arranged in vertical shaft well.Circuit wire leading method: powered wire and illuminating line are arranged in the upper end of vertical shaft pipeline plan view vertical shaft, and water inlet pipe, gutter, high-pressure blast are arranged successively from top to bottom successively, at the pre-buried pvc pipe in fore shaft place.
(7) face frontier defense to protect: for guaranteeing construction safety, arrange around Shaft bank and face frontier defense and protect, adopt 50 square tubes to make, be arranged at height 1.2m on waterwall, steel pipe adopt red with white spaces as alarming color, and to gather protective screening being arranged circumferentially steel wire.
(8) lower channel: walking ladder is set in shaft excavation process, sidewalk and step breadth of the lift degree 100cm, stair adopt channel-section steel, checkered plates processes, stair angle 30 °, tread run 25cm, height 15cm, guardrail adopts 50 square tubes to make, and then arranges Dense mesh screen.Stair and side wall adopt pre-embedded steel slab on bow member to be connected.
B fore shaft performs:
Adopt excavator excavation during the soil excavation of fore shaft cycle basis hole, adopt manual amendment according to the reserved 15 ~ 20cm of design drawing fore shaft size, ensure forming quality, sidewall soil body stability.
During excavation, middle part is first dug, and establishes an interim sump at middle part, prevents ground to be subject to water soaking.In addition, as there is infiltration on stratum, header is set at seepage part.
Adopt after excavation and manually by designing requirement, finishing shaping is carried out to surrounding.As comparatively weak in excavation face soil property or the sidewall soil body has that infiltration is unstable maybe can not ensure the phenomenon stable when lower step steel bar concrete construction, excavate rear carrying out in time and has just sprayed, stablized the soil body.
Should build by overall mould during fore shaft construction, adopt commercial concrete, concrete tank car transports, and automotive pump is built.One piece pours into, and layering is watered and smash, and every layer height is no more than 0.6m, and plug-in type makes excellent vibration compacting firm by ramming.Circle is arranged the dash sill of the 40cm that is above the ground level, enter in wellhole to prevent surface water.
Concrete adopts surface watering natural curing, and wherein demould time is no less than 12h.After carrying out lifting guard and built-in fitting, well bore construction can be carried out.
C vertical-lift:
Slag tap and adopt gantry crane vertical-lift, select the concrete span of gantry crane and arrangement form according to each To Construction of Silo site condition and gantry crane resource situation.Gantry crane basis adopts reinforced concrete base, basis should be arranged on hard undisturbed formation, and basic cross dimensions is 300 × 300mm, if undisturbed formation is that backfill should first be tamped, guarantee that degree of compaction is more than 90%, and arrange Extended chemotherapy then apply gantry crane beam basis.
(1) interval ventilating shaft: the most minor face width of ventilating shaft is 23m, selects span to be the specified lifting of 27.2m to be the gantry crane of 10 tons in conjunction with corporate resource.This stratum below ground 2.2m is backfill layer, should first tamp undisturbed soil before basis applies, and guarantees that degree of compaction is more than 90%, and first arrange Extended chemotherapy then apply gantry crane beam basis.This vertical shaft adopts hand fit's digging machine to carry out dress slag, and selection volume is 4m 3coupling type slag bucket is as transport slag-tapping device.During construction, slag tap in excavation limit in limit.Digging machine by mobile crane into and out of.
(2) slag tap well, starting well in interval: the most minor face width of well of slagging tap is 8.7m, selects span to be the specified lifting of 14.3m to be the gantry crane of 16 tons in conjunction with corporate resource and construction plant planning.The most minor face width of starting well is 12.7m, and long limit is 23.3m, selects span to be the specified lifting of 24.2m to be the gantry crane of 40 tons in conjunction with corporate resource and construction plant planning.Slagging tap, well below ground 2.5m is backfill layer, starting well below ground 6.6m is backfill layer, first should tamp undisturbed soil, guarantee that degree of compaction is more than 90% before basis applies, and first arrange Extended chemotherapy then apply gantry crane beam basis.This vertical shaft adopts hand fit's digging machine to carry out dress slag, and selection volume is 6m 3coupling type slag bucket is as transport slag-tapping device.During construction, slag tap in excavation limit in limit.Digging machine by mobile crane into and out of.
(3) starting well behind received well and station before H station: before stand, the most minor face width of received well is 11.7m, in conjunction with corporate resource and construction plant planning selection span to be the specified lifting of 16.8m the be gantry crane of 15 tons.The most minor face width of starting well is 11.8m after standing, and long limit is 15.8m, selects span to be the specified lifting of 27.2m to be the gantry crane of 10 tons in conjunction with corporate resource and construction plant planning.Received well below ground 4m is backfill layer, starting well below ground 2.8m is backfill layer, should first tamp undisturbed soil before basis applies, and guarantees that degree of compaction is more than 90%, and first arrange Extended chemotherapy then apply gantry crane beam basis.This vertical shaft adopts hand fit's digging machine to carry out dress slag, and before standing, received well selects volume to be 6m 3coupling type slag bucket is as transport slag-tapping device, and after standing, starting well selects volume to be 4m 3coupling type slag bucket is as transport slag-tapping device.During construction, slag tap in excavation limit in limit.Digging machine by mobile crane into and out of.
(4) received well before M station: before stand, the most minor face width of received well is 11.7m, and long limit is 15.8m, in conjunction with corporate resource and construction plant planning selection span to be the specified lifting of 27.2m the be gantry crane of 10 tons.This stratum, place below ground 7.4m is backfill layer, should first tamp undisturbed soil before basis applies, and guarantees that degree of compaction is more than 90%, and first arrange Extended chemotherapy then apply gantry crane beam basis.This vertical shaft adopts hand fit's digging machine to carry out dress slag, and selection volume is 4m 3coupling type slag bucket is as transport slag-tapping device.During construction, slag tap in excavation limit in limit.Digging machine by mobile crane into and out of.
When slagging tap, slag bucket is moved to that vertical shaft is other to turn over slag platform and carry out turning over slag by gantry crane, and loader transhipment dregs is transported outward by dump truck to depositing slag field temporarily again.
D well bore excavates:
(1) interval ventilating shaft: ventilating shaft excavation is of a size of 24.1m × 23.7m, and ground below 10m adopts mechanical equivalent of light excavation, and soil layer section adopts half range mechanical equivalent of light excavation, has excavated rear immediate support, has then carried out another half range excavation supporting.Rock stratum section adopts full width excavation, then carries out supporting.10m following absolute altitude in rock stratum section ground adopts Blasting Excavation to shaft bottom absolute altitude, the blasting method excavation that the first periphery presplitting of main employing, rear entirety loosen, and explosion is explosion at twice along its length, often circulation excavation drilling depth 1m.
(2) slag tap well, starting well in interval: well of slagging tap excavation is of a size of 8.7m × 20.818m, starting well excavation is of a size of 12.7m × 24.03m, and ground below 10m adopts mechanical equivalent of light excavation, and soil layer section adopts half range mechanical equivalent of light excavation, excavate rear immediate support, then carry out another half range excavation supporting.Rock stratum section full width is excavated, and then carries out supporting.10m following absolute altitude in rock stratum section ground adopts Blasting Excavation to shaft bottom absolute altitude, the blasting method excavation that the first periphery presplitting of main employing, rear entirety loosen, and explosion is explosion at twice along its length, often circulation excavation drilling depth 1m.Within 10m, adopt mechanical equivalent of light excavation apart from loop wire construction passage clear spacing in excavation face, the position that clear spacing is more than or equal to 10m adopts Blasting Excavation, and takes to lay the measure reduction Explosive Vibrating Velocities such as vibration damping hole.Excavation face adopts mechanical equivalent of light excavation apart from No. six line travel line clear spacings within 15m, and the position that clear spacing is more than or equal to 15m adopts controlled blasting, and takes to lay the measure reduction Explosive Vibrating Velocities such as vibration damping hole.Carry out preliminary bracing in time simultaneously, close country rock as early as possible.Strengthen monitoring, adjust circulation excavation drilling depth and supporting parameter in time according to monitored data.
(3) received well, rear starting well of standing before H station: before standing, received well excavation is of a size of 11.7m × 12.7m, after standing, starting well excavation is of a size of 11.8m × 15.8m, vertical shaft all adopts mechanical equivalent of light excavation, soil layer section adopts half range mechanical equivalent of light excavation, excavate rear immediate support, then carry out another half range excavation supporting.Sandy Silt section adopts crushing engine excavation, often circulation cutting depth 0.3m, and every 2m supporting once; Sandstone Section adopts disk rock cutter (YC70) to carry out grid type cutting, size of mesh opening 1m × 1m, and then adopt crushing engine to carry out broken digging machine dress slag, every cyclic advance 0.5m, every 2m supporting once; Received well near the every 1m supporting of surface mine ventilation shaft absolute altitude 287.5 ~ 279.5 sections once; 283.6 ~ 277.9 sections of every 1m supportings of starting well closely connected ground cooling tower absolute altitude once.
(4) received well before M station: excavation is of a size of 11.8m × 15.8m, and ground below 10m adopts mechanical equivalent of light excavation, and soil layer section adopts half range mechanical equivalent of light excavation, has excavated rear immediate support, has then carried out another half range excavation supporting.Rock stratum section adopts full width excavation, then carries out supporting.10m following absolute altitude in rock stratum section ground adopts Blasting Excavation to shaft bottom absolute altitude, the blasting method excavation that the first periphery presplitting of main employing, rear entirety loosen, often circulation excavation drilling depth 1m.Left and right line two vertical shaft alternation excavations, keep left and right line shaft excavation absolute altitude highness change at more than 10m.
E preliminary bracing:
(1) grid steel frame construction: before construction grid steel frame, measurement group correctly must indicate center line and the absolute altitude of design, grillage construction must in strict accordance with surveying setting-out, actual elevation and design elevation error are less than 30mm, actual center line and design center line error are less than 30mm, and every Pin Grill space and design pitch error are less than 10cm.The connecting bolt of each link must be fastening.Dowel welding can be started, stationary grizzly bow member after reaching above-mentioned requirements.
(2) advanced tubule: vertical shaft soil layer section adopts the method pre support of double Φ 42 per-fore pouring liquid with small pipe.Ductule length 4m, spacing 2.4 × 0.5m, with side wall angle 15 ° ~ 45 °.
1. ductule makes: steel pipe diagonally bores Φ 6mm injected hole by design size spacing 15cm, and simultaneously insert country rock for ease of ductule, front end is made cone-shaped, and afterbody is burn-on stirrup.
2. adopt boring to squeeze into method, namely first adopt air drill boring by designing requirement, bore diameter 3 ~ 5 ㎜ larger than diameter of steel tube, then steel pipe is passed steelframe, head into rig, head into that length is not less than steel pipe length 90%, and with high-pressure blast by the foreign material blowout in steel pipe.Steel pipe tail end and grid steel steelframe weld together.
3. before slip casting, reply slurry filling machine carries out packer permeability test, and check that whether plant equipment is normal, whether pipeline connects correct.
4. injecting paste material adopts No. 30 cement pastes of 42.5 rating cement making or mixes certain proportion water glass (being determined by test), grouting pressure controls at 0.5 ~ 1.0Mpa, for accelerating injection speed, adopt group's pipe slip casting (each 3 ~ 5), the change of grouting pressure and grouting pump plasma discharge amount will be observed at any time in the process of slip casting simultaneously, analyze slip casting situation, prevent plugging, running pulp, spillage, and make a record.
5. slip casting adopts method construction of once boosting, and namely at short notice pressure should be increased to design code value at the beginning from slip casting, and remain to slip casting always and terminate.Under the pressure of regulation, according to grout absorption situation classification adjustment concentration of slurry, until crack is tamped gradually, unit midge amount reduces gradually, terminates slip casting when reaching ending standard.
6. each excavation length of vertical shaft should be less than the slip casting length of ductule, and reserved part is as the wall for grouting circulated next time.
7. construction technology process: surveying setting-out → inspection → conduit installation → aperture, hole process → slurries preparation → slip casting of holing → draw.
(3) grouting rock bolt construction: anchor pole presses designing requirement processing and fabricating in steel bar meter district in advance, and grouting amount and slip casting match ratio are carried out in strict accordance with designing requirement.Construction adopts the boring of YT-28 air drill, after reaching standard, with landwaste in high-pressure blast cleaning hole, the anchor pole made is headed into boring, injects the cement mortar of mixing and stirring with slurry filling machine by designing requirement boring.Construction technology: mortar anchor constructing method and technique are as shown in Figure 2.
1. construction method: anchor pole presses designing requirement processing and fabricating in steel bar meter district in advance, and anchor pole mortar strength must not lower than M20.
Construction adopts gas leg type air drill, after reaching standard by designing requirement boring, with landwaste in high-pressure blast cleaning hole; With grouting pump by cement mortar injection hole, filled with mortar bolthole volume 2/3 after stop slip casting; In time by the body of rod patchhole that processes, skyhook backing plate.
2. working measure: armature boring position and hole depth must be accurately; Anchor pole will remove degreasing, iron rust and impurity; 95% of design length is not less than in anchor bar body patchhole.Anchor bolt construction should carry out, to ensure that roof bolt plate has more smooth basal plane after just spraying concrete.
The cement mortar of anchor pole, its intensity must meet design requirement.In bolthole, perfusion mortar should be full closely knit.Cement mortar just can tighten backing plate nut after reaching some strength.
(4) steel mesh reinforcement construction: steel mesh reinforcement adopts φ 10200 × 200mm individual layer steel mesh reinforcement, steel mesh reinforcement processing specification, size of mesh opening Deviation Control is within ± 10mm, and solder joint is full.Neat specification installed by steel mesh reinforcement, smooth vertical and horizontal, and lap length is not less than 10cm.
Before reinforcing bar uses, rust cleaning is stretching, and the diameter of reinforcing bar, the spacing of steel mesh reinforcement, meet designing requirement.Reinforcing bar and anchor pole and grid steel frame are connected firmly, and during sprayed mortar, reinforcing bar must not rock.Steel mesh reinforcement is processed into finished product in advance and leaves in processing space.
(5) construction of shotcrete: after anchor pole (advanced tubule) has been constructed, hung up individual layer reinforced mesh, start sprayed mortar after firm welding.Sprayed mortar carries out batching in strict accordance with design mixture proportion and mixes and stirs, and construction of shotcrete technique as shown in Figure 3.
During sprayed mortar, concrete place mix is complete, is transported to by well head, and pulp shooting machine is placed in by well head, and concrete and accelerating admixture artificial loading, deliver in well by carrier pipe, and whitewashing personnel operate shower nozzle and carry out concrete ejection work in well.
1. material:
Cement: cement is 42.5 grades of Portland cements.To march into the arena the quality certificate of cement Ying You factory.
Aggregate: fines should adopt hard durable thick, medium sand, and fineness modulus is preferably 2.8 ~ 3.5, and moisture content during use should control 5% ~ 7%; Coarse aggregate should adopt durable cobble or rubble, and particle diameter should not be greater than 10mm; The aggregate containing active silica must not be used in sprayed mortar, the grading of aggregate of sprayed mortar, the regulation of table 1 should be met.
Table 1 jetting cement grading of aggregate table
Water: use tap water, does not normally condense and the objectionable impurities hardened containing affecting cement in water, qualified through the detection unit chemical examination that management is specified.
Admixture: the quality of accelerating admixture should meet construction drawing and require and the quality certificate having factory, selects powder accelerator, fast solidifying good with cement adaptability, resilience is little, 28d loss of strength is few, the accelerating admixture kind of low-dosage.
2. match ratio: sprayed mortar match ratio, selected by field trial, (attached concrete mix proportion experiment report) also meets construction drawing requirement, under the prerequisite ensureing spray-up performance indications, reduces the consumption of cement and water as far as possible.The volume of accelerating admixture is determined by field trial, the initial set of sprayed mortar and final setting time, meets the requirement of construction drawing and on-spot injection technique, and the intensity of sprayed mortar meets construction drawing requirement, and Mix Ratio Test achievement reports and submits management.Match ratio is in table 2.
Table 2 construction of shotcrete match ratio
Title material Cement Sand Rubble Water Accelerating admixture
Coordination in works (Kg/m 3) 444 828 828 200 18.08
Mass ratio 1.00 1.9 1.9 0.50 0.040
3. mixing:
A, employing blending station mixing, its mixing time must not be less than 3min.
B, stir the metering device periodic inspection that feeds intake used, preparation deviation should conform with the regulations.
C, stirring make every effort to even, solid colour.
4. deposit and transport:
A, Gunning material should with mix with.When not mixing accelerating admixture, the resting period of dry mixture must not more than 2h; When being mixed with accelerating admixture, must not more than 20min.
B, compound in transport, deposit in process, be strictly on guard against drenching with rain, to drip and the foreign material such as boulder are mixed into, should sieve before loading spraying machine.
5. spraying operation:
Before a, injection, jet face is checked, remove excavation face float stone, corner rock ballast and deposit.Rinse by spray plane with high-pressure blast.Should there be good ventilation and lighting installation in operation area.Spraying operation answers segmentation, burst, and order is from bottom to top carried out, and layering is sprayed, and every layer height is pressed 3-4cm and controlled, and later layer should be carried out after last layer concrete final set.When spraying after final set 1h, wind, water should be first used to clean spray-up surface again.
The rebound degree of b, jetting cement: should more than 15%.
C, shower nozzle should be vertical with by spray plane, and its spacing is advisable with 0.8 ~ 1.0m, and shower nozzle should do laterally ring-like movement continuously, slowly, and jetting thickness should be even.
D, concrete surface on scar should moistening gloss, without dry spot, slippage and phenomenon of trickling.
6. spraying tool:
HPZ-5 type concrete spraying machine selected by a, spraying machine.
The favorable sealing property of b, spraying machine, conveying continuously, evenly.
C, air compressing function meet the requirement of spraying machine wind pressure of work and blast consumption, must carry out water-oil separating before compressed air enters spraying machine.
D, conveying pipeline should be able to bear the pressure being greater than 0.8Mpa, and have good anti-wear performance.
The production capacity of e, concrete material should adapt with spraying machine.
F, supply equipment should make the hydraulic pressure at shower nozzle place higher than conveying pipeline inner air pressure, and must not cut off the water supply suddenly in construction.
7. operating provision:
The operating provision of spraying machine:
First give wind when a, beginning, then start shooting, rear feed; At the end of treat material sprayed, first shut down, Hou Guanfeng.
Continuous uniform answered by b, feed.When machinery runs well, hopper planted agent keeps enough material stocks.
C, wind pressure of work should meet the pressure at shower nozzle place at about 0.1Mpa.
D, spray complete or operation can not be continued for some reason time, the buildup in spraying machine and conveying pipeline must be removed clean in time.
Spray the operating provision of hand:
A, suitably regulate blast according to ejection material bundle situation.
B, shower nozzle should perpendicular to by spray planes, and distance obtains coordination with blast, ceaselessly slowly should do laterally ring-like movement, make jetting thickness even with 0.8-1.0m (can be less than 0.8m during linked network) shower nozzle of being advisable.
C, strictly control water/binder ratio, make the moistening gloss of concrete spraying scar, visco-plasticity is good, without dry spot or slippage trickling phenomenon.
When d, suddenly fracture, shower nozzle should move apart rapidly by spray plane, forbids with the concrete of high-pressure blast water slug not yet final set.
8. quality examination:
A, unit in charge of construction carry out construction of shotcrete quality sampling test, and sampling test report should report and submit management.
B, jetting thickness inspection, every 5 meters arrange inspection one, section, and every section detects to count and is no less than 5.Inspection record regularly reports and submits management.On inspection, jetting cement thickness does not reach construction drawing required thickness, carries out filling spray qualified in accordance with the instructions.
Cohesion between c, cohesion between jetting cement and rock and spray-up, the core in accordance with the instructions drilling through diameter 100mm makes tensile test, and test result data should report and submit management.All boring drilling through test specimen, backfills by dry cement mortar.
Drum head in d, jetting cement, peel off, low strength or have the position of other defect, should clear up in time, repair.
(6) temporary support:
Temporary steel support adopts I25a shaped steel (25H shaped steel) to support, and lays together perpendicular to vertical shaft long side direction spacing 2m (1.6m).Shift to an earlier date pre-buried welding steel on bow member during grillage construction, when bracing members is installed, shaped steel adopts bolt to be connected with pre-embedded steel slab.
F vertical shaft lining construction:
Shaft excavation has just been propped up and has been carried out well bore secondary lining in time afterwards, and well bore section lining cutting merogenesis construction from bottom to top, often saves length≤6m.Adopt Ф 42mm steel pipe to set up formwork-support, set spacing is 90cm, and lining cutting concrete adopts C40P10 (P12) business concrete, and tank car is transported to well head, utilizes tumbling barrel blanking, poker vibrator vibration compacting, and concrete strength reaches the dismountable template in 2.5MPa rear.Carry out water seasoning in time after form removal completes, curing time is no less than 14 days.
The present embodiment be H stand M station between build rail tunnel.M hangs out well left and right line vertical shaft clear spacing only 3.2m before station, and below ground 10.4m is soil layer.Stand interval starting well, well shaft bottom elevation location of slagging tap of H station ~ M is 6.7 ~ 8.45m apart from built rail line tunnel clear spacing, middle starting well, well spacing of slagging tap built construction passage clear spacing only 2.4m.
Above-described is only embodiments of the invention, and in scheme, the general knowledge such as known concrete structure and characteristic does not do too much description at this.Should be understood that; for a person skilled in the art, under the prerequisite not departing from the present invention program, some distortion and improvement can also be made; these also should be considered as protection scope of the present invention, and these all can not affect effect of the invention process and practical applicability.The protection domain that this application claims should be as the criterion with the content of its claim, and the detailed description of the invention in manual etc. record the content that may be used for explaining claim.

Claims (10)

1. a shaft construction method for track traffic, is characterized in that, comprises following steps:
A preparation of construction:
(1) surveying setting-out: make vertical shaft center by survey crew before going into operation, selectes the construction plant of vertical shaft, and excavates exploratory trench according to the center measured;
(2) excavate sedimentation basin: the reserved gutter of piece of smooth land surrounding excavation, and establish sedimentation basin in physical features lower;
(3) construction water, electricity: construction water, electricity consumption are introduced from urban pipe network;
(4) construction ventilation: select ventilation equipment and ventilating duct;
(5) construction drainage: select drainage plant;
(6) pipeline is arranged: ventilation equipment are installed in well head place, installs the elbow for reducing invisible waste at well head place; With airduct card, ventilating duct is fixed; Air chimney, high-pressure water pipe, gutter, powered wire and illuminating line is arranged in vertical shaft well;
(7) face frontier defense to protect: arrange around Shaft bank and face frontier defense and protect;
(8) lower channel: walking ladder is set in shaft excavation process, the angle of inclination of this walking ladder is 30 ° to 45 °;
B fore shaft performs:
(1) select excavator excavation during the soil excavation of fore shaft cycle basis hole, adopt manual amendment according to the reserved 15 ~ 20cm of design drawing fore shaft size; At the pre-buried pipeline in fore shaft place;
(2) during excavation, middle part is first dug, and establishes an interim sump preventing ground to be subject to water soaking at middle part;
(3) carry out finishing to surrounding after excavation to be shaped, excavated rear carrying out in time and just sprayed, stablized the soil body;
(4) during fore shaft construction, overall mould is built, and one piece pours into, and layering is watered and smash, and every layer height is no more than 0.6m, and plug-in type makes excellent vibration compacting firm by ramming; Circle is arranged the dash sill of the 40cm that is above the ground level;
(5) concrete adopts surface watering natural curing, and wherein demould time is no less than 12h;
C vertical-lift:
Gantry crane vertical-lift, selects the concrete span of gantry crane and arrangement form; Backfill is first tamped, and guarantees that degree of compaction is more than 90%; And first arrange Extended chemotherapy then apply gantry crane beam basis; Hand fit's digging machine carries out dress slag; During construction, slag tap in excavation limit in limit;
D well bore excavates:
The following mechanical equivalent of light excavation of ground 10m, soil layer section half range mechanical equivalent of light excavation, has excavated rear immediate support, then carries out another half range excavation supporting; Rock stratum section full width is excavated, and then carries out supporting;
E preliminary bracing:
(1) grid steel frame construction: before construction grid steel frame, indicate center line and the absolute altitude of design, according to surveying setting-out, actual elevation and design elevation error are less than 30mm, actual center line and design center line error are less than 30mm, and every Pin Grill space and design pitch error are less than 10cm;
(2) advanced tubule: vertical shaft soil layer section adopts the method pre support of double per-fore pouring liquid with small pipe, described advanced tubule and side wall angle 15 ° ~ 45 °;
(3) grouting rock bolt construction: step is followed successively by location, boring, slip casting, the insertion body of rod, skyhook backing plate and sprays concrete again and covers backing plate;
(4) steel mesh reinforcement construction: steel mesh reinforcement is φ 10200 × 200mm individual layer steel mesh reinforcement, and size of mesh opening Deviation Control is within+10mm, smooth vertical and horizontal, and lap length is not less than 10cm;
(5) construction of shotcrete: after advanced tubule has been constructed, hangs up individual layer reinforced mesh, starts sprayed mortar after firm welding;
F vertical shaft lining construction: shaft excavation has just been propped up and carried out well bore secondary lining in time afterwards, well bore section lining cutting merogenesis construction from bottom to top, often saves length≤6m; Adopt steel pipe to set up formwork-support, concrete strength reaches stripping after 2.5MPa; Carry out water seasoning in time after form removal completes, curing time is no less than 14 days.
2. the shaft construction method of track traffic according to claim 1, it is characterized in that, in D well bore excavation step, 10m following absolute altitude in rock stratum section ground adopts Blasting Excavation to shaft bottom absolute altitude, the blasting method excavation that the presplitting of main employing first periphery, rear entirety loosen, explosion is explosion at twice along its length, often circulation excavation drilling depth 0.5m ~ 1.5m; Within 10m, adopt mechanical equivalent of light excavation apart from built construction passage clear spacing in excavation face, the position that clear spacing is more than or equal to 10m adopts Blasting Excavation, and lays the vibration damping hole for reducing Explosive Vibrating Velocity; And carry out preliminary bracing in time, close country rock.
3. the shaft construction method of track traffic according to claim 2, is characterized in that, in D well bore excavation step, and often circulation excavation drilling depth 1m.
4. the shaft construction method of track traffic according to any one of claim 1 to 3, it is characterized in that, in pipeline deposition step in A preparation of construction, powered wire and illuminating line are arranged in the upper end of vertical shaft pipeline plan view vertical shaft, and water inlet pipe, gutter, high-pressure blast are arranged from top to bottom successively.
5. the shaft construction method of track traffic according to claim 4, is characterized in that, during B fore shaft performs, the pre-buried pipeline in fore shaft place is pvc pipe.
6. the shaft construction method of track traffic according to claim 5, is characterized in that, in C vertical-lift step, gantry crane basis adopts reinforced concrete base, and basis should be arranged on hard undisturbed formation, and basic cross dimensions is the square of more than length of side 300mm.
7. the shaft construction method of track traffic according to claim 6, is characterized in that, in C vertical-lift step, digging machine is transported by mobile crane, transport.
8. the shaft construction method of the track traffic according to any one of claim 5 to 7, it is characterized in that, in C vertical-lift step, when slagging tap, slag bucket is moved to that vertical shaft is other to turn over slag platform and carry out turning over slag by gantry crane, and loader transhipment dregs is transported outward by dump truck to depositing slag field temporarily again.
9. the shaft construction method of track traffic according to claim 8, is characterized in that, the ventilation equipment in A preparation of construction come into operation when shaft excavation is dark to 15m.
10. the shaft construction method of track traffic according to claim 9, is characterized in that, in D well bore excavation step, rock stratum section adopts crushing engine excavation, and often circulation cutting depth 0.3m, every 2m supporting once.
CN201510578039.6A 2015-09-11 2015-09-11 Shaft construction method for rail transit Pending CN105201513A (en)

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CN105545342A (en) * 2016-03-02 2016-05-04 中铁第一勘察设计院集团有限公司 Smoke shaft of existing lining tunnel inner arch and constructing method of smoke shaft
CN107447794A (en) * 2017-07-25 2017-12-08 广州大学 The anti-floating of excavation pit plays construction method in a kind of subway protection region
CN108397197A (en) * 2018-03-05 2018-08-14 中国水利水电第五工程局有限公司 A kind of suppleing level super thick soil property country rock shaft excavation method
CN108678751A (en) * 2018-05-16 2018-10-19 北京中地盾构工程技术研究院有限公司 The shield cutter inspection-pit assembly construction method excavated after first jacking
CN108708736A (en) * 2018-05-16 2018-10-26 北京中地盾构工程技术研究院有限公司 Shield cutter inspection-pit assembly construction method
CN108708727A (en) * 2018-05-16 2018-10-26 北京中地盾构工程技术研究院有限公司 The shield cutter inspection-pit assembly construction method of jacking after half excavation
CN108798676A (en) * 2018-06-22 2018-11-13 中铁二局第工程有限公司 A kind of Subway Tunnel main track surface vertical shaft start tunneling method
CN109339838A (en) * 2018-08-15 2019-02-15 福建陆海工程勘察设计有限公司 A kind of reinforcement means of prestressed anchor
CN109611099A (en) * 2018-10-30 2019-04-12 中铁七局集团有限公司 A kind of three step of large-section loess tunnel, four step Rapid Excavation method of support construction method
CN109630157A (en) * 2018-11-09 2019-04-16 中铁二十二局集团轨道工程有限公司 A kind of regulator control system of Tunnel Engineering and ground water regime
CN109630125A (en) * 2018-11-09 2019-04-16 中国水利水电第五工程局有限公司 A kind of extra-large cross-section vertical shaft two dimension process circulation Enlargement excavation method
CN109736811A (en) * 2018-12-06 2019-05-10 中建地下空间有限公司 A kind of vertical shaft machinery tunneling construction method
CN109882192A (en) * 2019-02-26 2019-06-14 重庆交通建设(集团)有限责任公司 TBM starting well shaft construction method
CN110107304A (en) * 2019-05-20 2019-08-09 三明学院 A kind of shield launching receives well borehole wall part FRP tendons method for protecting support
CN110206550A (en) * 2019-05-27 2019-09-06 中铁十八局集团第四工程有限公司 A kind of complicated geological excavates the construction of shield received well
CN110905523A (en) * 2019-12-04 2020-03-24 成都轨道建设管理有限公司 Subway vertical shaft construction method
CN110984999A (en) * 2019-11-24 2020-04-10 中铁十九局集团第二工程有限公司 Tunnel shaft construction method
CN111456737A (en) * 2020-04-13 2020-07-28 中国水利水电建设工程咨询渤海有限公司 Shaft construction method for preventing collapse in construction period under unfavorable geological conditions

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CN105545342A (en) * 2016-03-02 2016-05-04 中铁第一勘察设计院集团有限公司 Smoke shaft of existing lining tunnel inner arch and constructing method of smoke shaft
CN107447794A (en) * 2017-07-25 2017-12-08 广州大学 The anti-floating of excavation pit plays construction method in a kind of subway protection region
CN108397197A (en) * 2018-03-05 2018-08-14 中国水利水电第五工程局有限公司 A kind of suppleing level super thick soil property country rock shaft excavation method
CN108708727B (en) * 2018-05-16 2019-12-31 北京中地盾构工程技术研究院有限公司 Half-excavation rear-jacking shield cutter head manhole assembly type construction method
CN108708736A (en) * 2018-05-16 2018-10-26 北京中地盾构工程技术研究院有限公司 Shield cutter inspection-pit assembly construction method
CN108708727A (en) * 2018-05-16 2018-10-26 北京中地盾构工程技术研究院有限公司 The shield cutter inspection-pit assembly construction method of jacking after half excavation
CN108708736B (en) * 2018-05-16 2019-12-27 北京中地盾构工程技术研究院有限公司 Shield cutter head manhole assembly type construction method
CN108678751B (en) * 2018-05-16 2020-04-07 北京中地盾构工程技术研究院有限公司 Assembly type construction method of shield cutter head manhole by jacking and excavating firstly
CN108678751A (en) * 2018-05-16 2018-10-19 北京中地盾构工程技术研究院有限公司 The shield cutter inspection-pit assembly construction method excavated after first jacking
CN108798676A (en) * 2018-06-22 2018-11-13 中铁二局第工程有限公司 A kind of Subway Tunnel main track surface vertical shaft start tunneling method
CN109339838A (en) * 2018-08-15 2019-02-15 福建陆海工程勘察设计有限公司 A kind of reinforcement means of prestressed anchor
CN109611099A (en) * 2018-10-30 2019-04-12 中铁七局集团有限公司 A kind of three step of large-section loess tunnel, four step Rapid Excavation method of support construction method
CN109630157A (en) * 2018-11-09 2019-04-16 中铁二十二局集团轨道工程有限公司 A kind of regulator control system of Tunnel Engineering and ground water regime
CN109630125A (en) * 2018-11-09 2019-04-16 中国水利水电第五工程局有限公司 A kind of extra-large cross-section vertical shaft two dimension process circulation Enlargement excavation method
CN109736811A (en) * 2018-12-06 2019-05-10 中建地下空间有限公司 A kind of vertical shaft machinery tunneling construction method
CN109882192A (en) * 2019-02-26 2019-06-14 重庆交通建设(集团)有限责任公司 TBM starting well shaft construction method
CN110107304A (en) * 2019-05-20 2019-08-09 三明学院 A kind of shield launching receives well borehole wall part FRP tendons method for protecting support
CN110206550A (en) * 2019-05-27 2019-09-06 中铁十八局集团第四工程有限公司 A kind of complicated geological excavates the construction of shield received well
CN110984999A (en) * 2019-11-24 2020-04-10 中铁十九局集团第二工程有限公司 Tunnel shaft construction method
CN110905523A (en) * 2019-12-04 2020-03-24 成都轨道建设管理有限公司 Subway vertical shaft construction method
CN111456737A (en) * 2020-04-13 2020-07-28 中国水利水电建设工程咨询渤海有限公司 Shaft construction method for preventing collapse in construction period under unfavorable geological conditions

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Application publication date: 20151230