CN106640096A - Construction method for penetrating through tunnel of backfilling soil section and transition section - Google Patents
Construction method for penetrating through tunnel of backfilling soil section and transition section Download PDFInfo
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- CN106640096A CN106640096A CN201710087090.6A CN201710087090A CN106640096A CN 106640096 A CN106640096 A CN 106640096A CN 201710087090 A CN201710087090 A CN 201710087090A CN 106640096 A CN106640096 A CN 106640096A
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/04—Driving tunnels or galleries through loose materials; Apparatus therefor not otherwise provided for
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/152—Laggings made of grids or nettings
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F16/00—Drainage
- E21F16/02—Drainage of tunnels
Abstract
The invention relates to a construction method for penetrating through a tunnel of a backfilling soil section and a transition section. The construction method is characterized by comprising the following steps: step 1, draining water from a construction site, and lowering a water level to be 2.0m lower than a bottom elevation of the tunnel; step 2, digging the tunnel; constructing a right-line tunnel of the transition section in a small mileage direction and a large mileage direction; mechanically digging by adopting a bench cut method and constructing the tunnel according to a B-shaped fracture surface structure; after constructing to the backfilling soil section, constructing the tunnel at the backfilling soil section in the small mileage direction and the large mileage direction; mechanically digging by adopting a reserved core soil method; constructing the tunnel according to a C-shaped fracture surface structure; when the distance between working faces at two ends of a left-line tunnel or/and the right-line tunnel is 10m, pausing digging construction on the working faces of the left-line tunnel or/and the right-line tunnel in the large mileage direction; and continually constructing the left-line tunnel or/and the right-line tunnel in the small mileage direction in a unidirectional way until the tunnel is through. The construction method provided by the invention is simple in steps, convenient to construct and safe and reliable; and the construction quality can be guaranteed and requirements of urban rail traffic construction are met.
Description
Technical field
The present invention relates to Tunnel Engineering, and in particular to pass through the construction method in backfill soil section and changeover portion tunnel.
Background technology
The characteristics of constructing tunnel is that disguised big, working space is limited, operation comprehensive strong, and construction environment is severe, wind
It is dangerous big；Construction method is restricted by landform, geology.Only these features are carried out after reasonable analysis, according to Tunnel Passing ground
The different situations of layer, select appropriate construction method, can safely and fast complete Tunnel Engineering.Such as CN 104500077B
" a kind of shallow-depth-excavation tunnel passes through cottage area construction method " of bulletin, using bench cut method from the front to the back to constructed shallow embedding
The Tunnel of bored tunnel is excavated, and the Tunnel in digging process from the front to the back to excavating formation carries out preliminary bracing；
Lower pilot tunnel of the Tunnel by upper pilot tunnel and immediately below upper pilot tunnel is constituted, and the rear portion of Tunnel is connected with vertical shaft；Tunnel
Preliminary bracing structure include many Pin the Tunnel is supported from the front to the back grid steel frame, be mounted on Tunnel inwall
One layer of bar-mat reinforcement and the concrete layer that is injected on Tunnel inwall；The Tunnel of constructed shallow-depth-excavation tunnel is opened
During digging, process is as follows：First, upper pilot tunnel initial segment is excavated；2nd, lower pilot tunnel initial segment is excavated；3rd, upper and lower pilot tunnel is synchronously excavated.Should
Method and step is simple, reasonable in design and easy construction, construction effect are good, can simplicity completes to pass through the shallow-depth-excavation tunnel of cottage area
Work progress, and work progress is safe and reliable.With the development of Construction of Urban Rail Traffic, the location of Tunnel Passing will run into
Many new situations, such as urban track traffic need to pass through backfill soil section and changeover portion.At present, backfill soil section and changeover portion are passed through
Constructing tunnel arrangement and method for construction of the aspect without a set of standard, specification is available for following, and the data that can be used for reference is little.Thus, it would be highly desirable to
Explore the good construction for passing through backfill soil section and changeover portion tunnel of a kind of simple reasonable in design, step, easy construction, construction effect
Method, to meet the demand of Construction of Urban Rail Traffic.
Goal of the invention
It is an object of the invention to provide passing through the construction method in backfill soil section and changeover portion tunnel, its step is simple, construction
It is convenient, safe and reliable, construction quality is ensure that, meet the demand of Construction of Urban Rail Traffic.
In view of the geological conditions of backfill soil section is poor, stratum is from top to bottom followed successively by plain fill layer, residual slide rock silty clay
Layer, sedimentary type formations.Backfill soil section coating is larger in the thickness of gully karness band, and basement rock is the terrestrial facies chip of sandstone and mud stone alternating layers
Rock, it is aqueous relatively weak.Backfill soil section hydrogeologic condition is more complicated, and the watery of underground water is received topography and geomorphology, lithology and split
Gap development degree is controlled, predominantly Atmospheric precipitation, ground ditch, pool water body seepage and urban underground water drainage pipe line seepage supply,
For pore ground water and perched water, and the water level disunity of underground water, water level and the water yield are in obvious seasonal variation characteristics, are moved
State amplitude is big, without hydraulic connection between underground water.
Jing is examined on the spot, and the geological conditions of the changeover portion being connected with backfill soil section two ends is good compared with backfill soil section, with backfill
Duan Yiduan connected changeover portion is shorter, referred to as little mileage direction, longer with the changeover portion that the backfill soil section other end is connected, referred to as greatly
Mileage direction；The tunnel for requiring construction is two-way light rail, that is, be divided into left threaded list road and right threaded list road.According to above-mentioned concrete feelings
Condition, first, specific planning is made in reply to job site, and pair changeover portion being connected with backfill soil section two ends adopts Type B section
Structure.Due to relatively crushing uneven to soil section boundary position, rock stratum is backfilled in rock matter section, collapse to prevent digging process from causing
Collapse, while reducing the sedimentation and deformation after excavating, in changeover portion Type B form of fracture is adopted, T76L × 9.5mm is adopted to Type B section
Self-advancing type pipe canopy and 42 × 3.5mm of Ф slip casting ductules carry out advance support, are excavated using Mechanical Method point benching tunneling method, at the beginning of it
Phase support form carries out supporting for I20a profile steel frames+injection C25 concretes, and the long steel pipes of Ф 108 of 2 8m are respectively provided with haunch
As lock pin anchor tube.Simultaneously supporting is carried out using with the 600mm of backfill section equal thickness to two linings, and the thickness of the liner degree of rock matter section two is
350mm.Shorter (4-5) due to backfilling the time for backfill soil section, backfill material is uneven, and natural consolidation is not stable, backfill
Area is deeper, c-type section is arranged in backfill soil section, using T76L × 9.5mm self-advancing type pipe canopies and Ф 42 × 3.5mm slip casting ductules
Advance support is carried out, is excavated using remaining core soil in advance annular point benching tunneling method, be will just to prop up closing cyclization, its ground floor in time
Preliminary bracing form carries out supporting for I20a profile steel frames+injection C25 concretes, and 2 8m length are respectively provided with haunch and arch springing
The steel pipes of Ф 108 are used as lock pin anchor tube；Second layer preliminary bracing form carries out supporting for grid steel frame+injection steel fibre C25 concretes, this
Layer preliminary bracing purpose be prevent from being applied to two linings after the completion of a just construction during tunnel there is excessive sedimentation and deformation.For backfill
The soil section tunnel bottom also back filled region in pan bottom shape, depth capacity reaches more than 20m, stake footpath is adopted for Ф to C section tunnels bottom
The steel-pipe pile of 500mm longitudinally presses spacing 650mm in tunnel, and arrangement 3+2 roots are quincunx, and pile foundation carries out bottom stab ilization.
The construction method for passing through backfill soil section and changeover portion tunnel of the present invention, is characterized in that, comprise the following steps：
The first step, construction site draining；
Tunnel Passing backfills soil section and changeover portion stratum has abundant underground water at rainy season, using tube well method precipitation,
The a diameter of 300mm of downcast well pipe (millimeter), by water level 2.0m (rice) below the absolute altitude of tunnel bottom is down to.Tunnel Passing backfill soil section and
Counter-slope draining is adopted in the hole of changeover portion, i.e., using relay-type draining, paragraph by paragraph supercharging is drawn water to arrange booster pump, drains into hole precipitation
In pond, to ensure to exclude infiltration or other ponding in hole in time；
Second step, tunneling；
1) the right line constructing tunnel of little mileage direction transition, using benching tunnelling method mechanical equivalent of light excavation, tunnel is applied by Type B section structure
Work, to backfill soil section, carries out the right line in little mileage direction and backfills soil section constructing tunnel, using provided core soil method mechanical equivalent of light excavation,
Construct by c-type section structure in tunnel；
2) when Type B section, c-type section construct altogether 30m, start the left line constructing tunnel of little mileage direction transition, adopt
Benching tunnelling method mechanical equivalent of light excavation is used, the construction of Type B section structure is pressed in tunnel, and keeps left and right line tunnel tunnel face spacing 30m (rice), after
Continuous construction；
3) the left line constructing tunnel of big mileage direction transition, using benching tunnelling method mechanical equivalent of light excavation, tunnel is applied by Type B section structure
Work, after big mileage direction transition left line constructing tunnel 30m (rice), carries out the right line constructing tunnel of big mileage direction transition,
Using benching tunnelling method mechanical equivalent of light excavation, the construction of Type B section structure is pressed in tunnel；
4) when the right line in big mileage direction, left threaded list road are successively into the construction of c-type section, opened using provided core soil method machinery
Dig, tunnel is constructed by c-type section structure；
5) when left threaded list road or/and right threaded list road two ends face are at a distance of 10m (rice), the left threaded list in big mileage direction is suspended
Road or/and right line tunnel tunnel face excavation construction；
6) the left threaded list road in little mileage direction or/and right threaded list diatom unidirectionally continue construction, until tunnel holing through.
Further, the step sequence of the Type B section construction is：1., Shed-pipe Advanced Support, advanced tubule；2., top bar is excavated,
Preliminary bracing semi-ring is applied, anchor tube is set；3., excavate and get out of a predicament or an embarrassing situation, apply the closing of preliminary bracing loopful, set lock foot anchoring stock；④、
Laying waterproof layer, applies inverted arch；5., waterproof layer is laid, applies arch and bent wall secondary lining.
Further, the step sequence of the c-type section construction is：1., Shed-pipe Advanced Support, advanced tubule construction；2., lonely shape base tunnel
Excavate, apply radial grouting pipe and slip casting, apply ground floor preliminary bracing, set lock pin anchor tube, perform little in advance leading of getting out of a predicament or an embarrassing situation
Pipe；3., open+step is dug down, radial grouting pipe and slip casting are applied, ground floor preliminary bracing of getting out of a predicament or an embarrassing situation is applied, steelframe loopful is closed,
Set lock pin anchor tube；Grillage is set up, second layer preliminary bracing is applied；4. tunnel bottom pile foundation, is applied；5., waterproof layer is laid,
Apply inverted arch；6., waterproof layer is laid, applies arch and bent wall secondary lining.
Beneficial effects of the present invention：Due to taking full advantage of composite lining design principle, preliminary bracing is divided into construction
Two parts, Part I is shaped steel arch+gunite concrete+lock pin anchor tube, and Part II is grid steel frame+injection steel fibre
Concrete, and implementing successively in order, the characteristics of excavation with reference to ringed nucleus cubsoil method in excavation method, set up Shed-pipe Advanced Support+
Advanced tubule combines to form advance support, increases lock pin anchor tube and improves preliminary bracing enabling capabilities, will just prop up close into as early as possible
Ring, strengthens pre-grouting and a just backfill slip casting behind, and the self-holding ability of country rock is played as early as possible, reduces surrouding rock deformation, realizes just
Stabilization is propped up, is that postorder in-cavity construction creates conditions.Simultaneously tunnel bottom increases steel-pipe pile, tunnel during can effectively reducing operation
Sedimentation and deformation under the dynamic loading such as Groundwater Flow and train operation outside hole.
Description of the drawings
Plan schematic diagram in Fig. 1 job sites；
Fig. 2 dewatering wells arrange schematic diagram；
Fig. 3 is schematic diagram of the Type B bore tunnel using benching tunnelling method mechanical equivalent of light excavation；
Fig. 4 is the left view of Fig. 3；
Fig. 5 is the schematic diagram for adopting c-type bore tunnel provided core soil method mechanical equivalent of light excavation；
Fig. 6 is the left view of Fig. 5；
The little mileage direction construction schematic diagrames of Fig. 7；
The big mileage directions of Fig. 8 start the schematic diagram constructed；
Fig. 9 is the schematic diagram that large and small mileage direction enters backfill soil section construction；
Figure 10 be left threaded list road or/and right threaded list road two ends face at a distance of 10m when schematic diagram；
Figure 11 is the schematic diagram that the left threaded list road in little mileage direction or/and right threaded list diatom unidirectionally continue construction；
Figure 12 Type B section Shed-pipe Advanced Supports, advanced tubule construction schematic diagram；
The construction schematic diagram of preliminary bracing is excavated and made to Figure 13 top bars；
Figure 14 gets out of a predicament or an embarrassing situation and excavates and make the construction schematic diagram of initial stage loopful supporting；
Figure 15 laying waterproof layers, the construction schematic diagram for applying inverted arch；
Figure 16 laying waterproof layers, the Second Lining Construction schematic diagram for applying arch and bent wall；
The construction construction schematic diagram of Figure 17 c-type section Shed-pipe Advanced Supports, advanced tubule；
Figure 18 orphan's shape excavation with guide pit, applies radial grouting pipe and slip casting, applies the schematic diagram of ground floor preliminary bracing；
Figure 19 is excavated and got out of a predicament or an embarrassing situation, and applies radial grouting pipe and slip casting, applies ground floor preliminary bracing of getting out of a predicament or an embarrassing situation, steelframe loopful
The schematic diagram of envelope；
Figure 20 applies the schematic diagram of tunnel bottom pile foundation；
Figure 21 lays waterproof layer, applies the construction schematic diagram of inverted arch；
Figure 22 lays waterproof layer, applies the construction schematic diagram of arch and bent wall secondary lining.
Specific embodiment
Below in conjunction with the accompanying drawings the present invention is further illustrated.
Jing is examined on the spot, and the geological conditions of the changeover portion being connected with backfill soil section two ends is good compared with backfill soil section, with backfill
Duan Yiduan connected changeover portion is shorter, referred to as little mileage direction, longer with the changeover portion that the backfill soil section other end is connected, referred to as greatly
Mileage direction；The tunnel for requiring construction is two-way subway, that is, be divided into left threaded list road and right threaded list road.According to above-mentioned concrete feelings
Condition, first, specific planning is made in reply job site, and pair changeover portion being connected with backfill soil section two ends is tied using Type B section
Structure.Due to relatively crushing uneven to soil section boundary position, rock stratum is backfilled in rock matter section, collapse to prevent digging process from causing
Collapse, while reducing the sedimentation and deformation after excavating, in changeover portion Type B form of fracture is adopted, T76L × 9.5mm is adopted to Type B section
Self-advancing type pipe canopy and 42 × 3.5mm of Ф slip casting ductules carry out advance support, are excavated using Mechanical Method point benching tunneling method, at the beginning of it
Phase support form carries out supporting for I20a profile steel frames+injection C25 concretes, and the long steel pipes of Ф 108 of 2 8m are respectively provided with haunch
As lock pin anchor tube.Simultaneously supporting is carried out using with the 600mm of backfill section equal thickness to two linings, and the thickness of the liner degree of rock matter section two is
350mm.C-type section structure is adopted to backfilling soil section tunnel：Shorter (4-5) due to backfilling the time, backfill material is uneven, natural
Consolidation is not stable, and backfill area is deeper, c-type section is arranged in backfill soil section, using T76L × 9.5mm self-advancing type pipe canopies and Ф 42
× 3.5mm slip casting ductules carry out advance support, are excavated using remaining core soil in advance annular point benching tunneling method, are will just to prop up in time
Closing cyclization, its ground floor preliminary bracing form carries out supporting for I20a profile steel frames+injection C25 concretes, and in haunch and arch springing
Place is respectively provided with the long steel pipes of Ф 108 of 2 8m as lock pin anchor tube；Second layer preliminary bracing form is that grid steel frame+injection steel is fine
The concrete of Vc 25 carries out supporting, this layer of preliminary bracing purpose be prevent from being applied to two linings after the completion of a just construction during tunnel occurred
Big sedimentation and deformation.For backfilling the soil section tunnel bottom also back filled region in pan bottom shape, depth capacity reaches more than 20m, to C sections
It is longitudinal by spacing 650mm in tunnel for the steel-pipe pile of Ф 500mm that tunnel bottom adopts stake footpath, and arrangement 3+2 roots are quincunx, and pile foundation carries out base
Bottom reinforces.
The construction method for passing through backfill soil section and changeover portion tunnel of the present invention, referring to Fig. 1 to Figure 22, its feature
It is to comprise the following steps：
The first step, construction site draining；
Tunnel Passing backfills soil section and changeover portion stratum has abundant underground water at rainy season, using tube well method precipitation,
The a diameter of 300mm of downcast well pipe (millimeter), by water level 2.0m (rice) below the absolute altitude of tunnel bottom is down to.Tunnel Passing backfill soil section and
Counter-slope draining is adopted in the hole of changeover portion, i.e., using relay-type draining, paragraph by paragraph supercharging is drawn water to arrange booster pump, drains into hole precipitation
In pond, to ensure to exclude infiltration or other ponding in hole in time；
Second step, tunneling；
1) the right line constructing tunnel of little mileage direction transition, using benching tunnelling method mechanical equivalent of light excavation, tunnel is applied by Type B section structure
Work, to backfill soil section, carries out the right line in little mileage direction and backfills soil section constructing tunnel, using provided core soil method mechanical equivalent of light excavation,
Construct by c-type section structure in tunnel；
2) when Type B section, c-type section construct altogether 30m, start the left line constructing tunnel of little mileage direction transition, adopt
Benching tunnelling method mechanical equivalent of light excavation is used, the construction of Type B section structure is pressed in tunnel, and keeps left and right line tunnel tunnel face spacing 30m (rice), after
Continuous construction；
3) the left line constructing tunnel of big mileage direction transition, using benching tunnelling method mechanical equivalent of light excavation, tunnel is applied by Type B section structure
Work, after big mileage direction transition left line constructing tunnel 30m (rice), carries out the right line constructing tunnel of big mileage direction transition,
Using benching tunnelling method mechanical equivalent of light excavation, the construction of Type B section structure is pressed in tunnel；
4) when the right line in big mileage direction, left threaded list road are successively into the construction of c-type section, opened using provided core soil method machinery
Dig, tunnel is constructed by c-type section structure；
5) when left threaded list road or/and right threaded list road two ends face are at a distance of 10m (rice), the left threaded list in big mileage direction is suspended
Road or/and right line tunnel tunnel face excavation construction；
6) the left threaded list road in little mileage direction or/and right threaded list diatom unidirectionally continue construction, until tunnel holing through.
The step sequence of Type B section construction is：1., Shed-pipe Advanced Support, advanced tubule；2., top bar is excavated, applies the initial stage
Supporting semi-ring, sets anchor tube；3., excavate and get out of a predicament or an embarrassing situation, apply the closing of preliminary bracing loopful, set lock foot anchoring stock；4., waterproof is laid
Layer, applies inverted arch；5., waterproof layer is laid, applies arch and bent wall secondary lining.
The step sequence of c-type section construction is：1., Shed-pipe Advanced Support, advanced tubule construction；2., lonely shape excavation with guide pit, applies
Make radial grouting pipe and slip casting, apply ground floor preliminary bracing, set lock pin anchor tube, perform advanced tubule of getting out of a predicament or an embarrassing situation；3., open
+ step is dug down, radial grouting pipe and slip casting are applied, ground floor preliminary bracing of getting out of a predicament or an embarrassing situation is applied, the closing of steelframe loopful sets lock pin
Anchor tube；Grillage is set up, second layer preliminary bracing is applied；4. tunnel bottom pile foundation, is applied；5., waterproof layer is laid, applies and face upward
Arch；6., waterproof layer is laid, applies arch and bent wall secondary lining.
Tentatively draft with reference to similar engineering experience and node construction period and pass through backfill soil section construction step pitch, in work progress
It is middle to be optimized adjustment in time according to construction monitoring data：1., the step pitch of upper and lower step：Using short benching tunnelling method, top bar is advanced
5～10 Pin steelframe spacing (steelframe spacing 0.65m), carry out immediately construction of getting out of a predicament or an embarrassing situation, and steelframe closes in time cyclization；2., face
With the step pitch of pile foundation：Face prebracing piles base 10.4m, excavates with after a double-deck just 10.4m, suspends area surface construction, in time
Apply pile foundation；3., the step pitch of face and inverted arch：After pile foundation is qualified after testing, inverted arch is applied in time, in principle inverted arch is delayed
2～3 lining construction lengths of the cycle of face (the long 7.5m of lining trolley) 4., the lining of arch wall two and the step pitch of inverted arch：Receive in deformation
Hold back on the premise of stablizing, arch wall two is served as a contrast immediately following inverted arch construction, arch wall two serves as a contrast delayed inverted arch less than 2 lining constructions circulation length
Degree.
Supporting and lining project
1), Tunnel Passing backfill soil section and changeover portion geological conditions are poor, using the self-advancing type pipe canopies of φ 76, the ductules of φ 42
Advance support is carried out, wherein changeover portion adopts profile steel frame preliminary bracing, and backfill soil section is double with grillage using profile steel frame
Layer preliminary bracing, backfill soil section hole bottom adopts steel pipe pile reinforced basement process.
2), bolt-spary supports must closely follow excavated surface, before construction, conscientiously check and process the danger of bolt-spary supports operation area
Stone, construction equipment is arranged out of harm's way.
3), preliminary bracing is adopted and first sprays concrete, then the form of construction work for installing anchor pole.Anchor pole hole position, aperture, hole depth and arrangement shape
Formula should meet design requirement, and hole internal water accumulation and rock dust should be purged totally.
4), i-beam frame, grillage make quality and have to comply with design requirement, and steel frame column must not be placed on scum silica frost.
5) operation of preliminary bracing jetting cement should be segmented, burst, layering from bottom to top carry out successively.
6) behind backfill slip casting is closely connected as principle with preliminary bracing and rock-soil layer for preliminary bracing, in time to space after first backing
Slip casting is filled, and just backing grouting behind shaft or drift lining adopts cement mortar, grouting pressure to control in 0.3～0.5MPa or so.
7) preliminary bracing bow member sets longitudinally connected muscle, and dowel must reliably be welded with bow member；Anchor pole end can with bow member
By welding.
8) bow member is processed into Pin outside hole and tries to spell, it is necessary to meet design requirement；In bow member installation process, it is to be ensured that each
Individual node accurately in place and connects reliable.
Claims (3)
1. the construction method in backfill soil section and changeover portion tunnel is passed through, be it is characterized in that, comprised the following steps：
The first step, construction site draining；
Tunnel Passing backfills soil section and changeover portion stratum has abundant underground water at rainy season, using tube well method precipitation, precipitation
The a diameter of 300mm of well casing (millimeter), by water level 2.0m (rice) below the absolute altitude of tunnel bottom is down to.Tunnel Passing backfills soil section and transition
Counter-slope draining is adopted in the hole of section, i.e., using relay-type draining, paragraph by paragraph supercharging is drawn water to arrange booster pump, drains into hole sedimentation basin
It is interior, to ensure to exclude infiltration or other ponding in hole in time；
Second step, tunneling；
1) the right line constructing tunnel of little mileage direction transition, using benching tunnelling method mechanical equivalent of light excavation, the construction of Type B section structure is pressed in tunnel,
To backfill soil section, carry out the right line in little mileage direction and backfill soil section constructing tunnel, using provided core soil method mechanical equivalent of light excavation, tunnel
Construct by c-type section structure；
2) when Type B section, c-type section construct altogether 30m, the left line constructing tunnel of little mileage direction transition is started, using platform
The construction of Type B section structure is pressed in rank method mechanical equivalent of light excavation, tunnel, and keeps left and right line tunnel tunnel face spacing 30m (rice), continues to apply
Work；
3) the left line constructing tunnel of big mileage direction transition, using benching tunnelling method mechanical equivalent of light excavation, the construction of Type B section structure is pressed in tunnel,
After big mileage direction transition left line constructing tunnel 30m (rice), the right line constructing tunnel of big mileage direction transition is carried out, adopted
Press the construction of Type B section structure in benching tunnelling method mechanical equivalent of light excavation, tunnel；
4) when the right line in big mileage direction, left threaded list road are successively into the construction of c-type section, using provided core soil method mechanical equivalent of light excavation,
Construct by c-type section structure in tunnel；
5) when left threaded list road or/and right threaded list road two ends face are at a distance of 10m (rice), the left threaded list road in big mileage direction is suspended
Or/and right line tunnel tunnel face excavation construction；
6) the left threaded list road in little mileage direction or/and right threaded list diatom unidirectionally continue construction, until tunnel holing through.
2. the construction method for passing through backfill soil section and changeover portion tunnel according to claim 1, is characterized in that, the Type B
Section construction step sequence be：1., Shed-pipe Advanced Support, advanced tubule；2., top bar is excavated, applies preliminary bracing semi-ring, set anchor
Pipe；3., excavate and get out of a predicament or an embarrassing situation, apply the closing of preliminary bracing loopful, set lock foot anchoring stock；4., waterproof layer is laid, applies inverted arch；⑤、
Laying waterproof layer, applies arch and bent wall secondary lining.
3. the construction method for passing through backfill soil section and changeover portion tunnel according to claim 1 and 2, is characterized in that, the C
Type section construction step sequence be：1., Shed-pipe Advanced Support, advanced tubule construction；2., lonely shape excavation with guide pit, applies radial grouting pipe
And slip casting, ground floor preliminary bracing is applied, lock pin anchor tube is set, perform advanced tubule of getting out of a predicament or an embarrassing situation；3., open+step is dug down, apply
Make radial grouting pipe and slip casting, apply ground floor preliminary bracing of getting out of a predicament or an embarrassing situation, the closing of steelframe loopful sets lock pin anchor tube；Set up lattice
Grid bow member, applies second layer preliminary bracing；4. tunnel bottom pile foundation, is applied；5., waterproof layer is laid, applies inverted arch；6., lay anti-
Water layer, applies arch and bent wall secondary lining.
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| CN114922639A (en) * | 2022-07-20 | 2022-08-19 | 中铁九局集团第七工程有限公司 | Tunnel excavation construction method for penetrating existing culvert downwards |
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| CN114922639A (en) * | 2022-07-20 | 2022-08-19 | 中铁九局集团第七工程有限公司 | Tunnel excavation construction method for penetrating existing culvert downwards |
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Application publication date: 20170510 |