CN106703814A - Mined metro station hole pile construction method - Google Patents
Mined metro station hole pile construction method Download PDFInfo
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- CN106703814A CN106703814A CN201510458606.4A CN201510458606A CN106703814A CN 106703814 A CN106703814 A CN 106703814A CN 201510458606 A CN201510458606 A CN 201510458606A CN 106703814 A CN106703814 A CN 106703814A
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Abstract
Provided is a mined metro station hole pile construction method. The method comprises the steps of whole support system construction and main body second lining construction; the whole support system construction step comprises the substeps that by utilizing air shafts at the two ends of the station as temporary working wells, four pilot tunnels are transversely dug through a positive step method; upper pilot tunnel side pile and middle column hole digging pile construction is conducted, bored piles are constructed inside an upper layer side pilot tunnel at intervals, and artificial hole digging piles are constructed inside an upper layer middle pilot tunnel at intervals; lower layer pilot tunnel bottom longitudinal beam construction is conducted; upper layer pilot tunnel steel pipe column construction is conducted; side pile crown beam construction is conducted; top longitudinal beam construction is conducted; top arch initial supporting structure construction is conducted; the main body second lining construction step comprises the substeps that soil body excavation is conducted, and station top plate second lining structure construction is conducted; when a soil body is dug to the bottom of a middle plate, middle plate and middle longitudinal beam construction is conducted; when a soil body is dug to the bottom of a base plate, the waterproof base plate is laid, and structure base plate construction is conducted; lower portion side wall construction is conducted when the base plate reaches the set intensity.
Description
Technical field
The present invention relates to tunneling metro station construction technology, more particularly to a kind of tunneling subway station hole pile driving construction side
Method.
Background technology
In city's railway traffic engineering construction, because subsurface excavation method is not influenceed substantially by exterior tubing, in the absence of traffic
Problem is discongested, construction interference is also smaller, therefore becomes the more common construction method in current subway station.According to
The construction that country's underground digging in subway station method is used at present, mainly there is glasses working and cap excavation method etc..Glasses
Method is constructed in long-term digging process, carries out large area, profound precipitation, high cost, and be unfavorable for
The stabilization of Adjacent Buildings, is also unfavorable for water conservation；If using cap excavation method, on present situation Zhongshan Road not
Allow to set enclosing.
The content of the invention
The embodiment of the present invention provides a kind of tunneling subway station hole pile construction method, to ensure carrying out cavern's main body
With enough degrees of safety during the excavation of part, and efficiently control the sedimentation on stratum.
To achieve these goals, a kind of tunneling subway station hole pile construction method is the embodiment of the invention provides,
Including：Integer support system construction procedure and the lining structure construction procedure of main body two, wherein,
The integer support system construction procedure includes：
By the use of station two ends ventilating shaft as odd-job well, four pilot tunnels are laterally excavated using positive benching tunnelling method, its
In three pilot tunnels be located at upper strata, another pilot tunnel is located at lower floor, and the middle pilot tunnel on lower floor's pilot tunnel and upper strata is perpendicular
It is straight relative；
Pilot tunnel skirt piles and center pillar excavation pile construction are carried out, the drilled pile of setting spacing are applied in the pilot tunnel of upper strata side,
The artificial digging pile of setting spacing is applied in pilot tunnel in the upper layer；
Carry out lower floor's pilot tunnel bottom girder construction, pre-buried steel Tubular column base and post bottom crab-bolt, the pre- buried end in bottom girder both sides
Plate splice；
The steel pipe column construction of upper strata pilot tunnel is carried out, steel pipe column is processed as two section steel splitting pipes and a section adjustment steel pipe；
Skirt piles Guan Liang construction is carried out, then pre-buried main body arch preliminary bracing grid, Zhi Limo in Guan Liang reinforcing bar
Plate completes Guan Liang and grid is backfilled behind；
Top longeron construction is carried out, shape steel bracket and laying bed die are erected first, then lay vault splash guard, connect
Seating side arc punching block, and lateral support is installed, the reserved mouth that vibrates；
Crown just branch structure construction is carried out, just first construction side button encircles branch button arch, and arch is detained in constructing afterwards；
The lining structure construction procedure of the main body two, including：
Soil excavation is carried out, the construction of the lining structure of station top board two is carried out；
When soil excavation to middle plate bottom, middle plate and the construction of middle longeron are carried out；
When soil excavation to bottom base plate, waterproof base plate is laid, carry out structure base slab construction；
Lower side wall construction is carried out after base plate reaches setting intensity.
In one embodiment, tunneling subway station hole pile construction method also includes：Carry out subway concourse/platform cubic metre of earth
Construction, using vertical layered, longitudinal divisionses, the construction method closed paragraph by paragraph.
In one embodiment, tunneling subway station hole pile construction method also includes：Carry out subway concourse/station layer knot
Structure is constructed, and first carries out abutment wall waterproof, and then segmentation carries out middle template die plate, bottom plate, reinforcing bar, middle plate coagulation
Soil and underplate concrete overall time are poured, and finally pour both walls concrete.
In one embodiment, tunneling subway station hole pile construction method also includes：Before four pilot tunnels are excavated,
Setting double conduit carries out leading pre-supporting；Wherein, conduit 6m long, outer limb is 10 °~15 °,
Catheter tail is welded with grid position is not cut off.
It is described to carry out pilot tunnel skirt piles and center pillar excavation pile construction in one embodiment, applied in the pilot tunnel of upper strata side
The drilled pile of spacing is set, the artificial digging pile of setting spacing is applied in pilot tunnel in the upper layer, including：
Measurement and positioning step；
Pilot tunnel base plate is abolished and aperture supporting step：Pilot tunnel base plate is manually abolished using pneumatic pick, abolishes process
In when running into grid steel frame, grid cage bar wouldn't be cut off, cut off described after double-layer circular closing ring is installed
Grid cage bar, then returns and builds C25 crushed stone concretes, wherein, double-layer circular closing ring and grid steel frame cage bar it
Between use L-type bar connecting；
Stake well excavates driving step；
Panelling construction step：Carry out retaining wall when often tunneling 1.0 meters, retaining wall fixed form combined steel mould install after according to stake
Central point of hole calibration template, with retaining wall reinforcing bar, then pours into a mould retaining wall concrete；
Steel reinforcement cage hangs step：Hung using ground integral manufacturing steel reinforcement cage, then the mode of merogenesis lifting, reinforcing bar
Joint is connected using straight screw sleeve；
Stake core concrete pouring step：Filling concrete uses concrete transfer pump, then imports shaft bottom by string bucket conduit.
In one embodiment, the steel pipe column construction for carrying out upper strata pilot tunnel, including：
Chassis positioning step：Using two I-steel and reinforcing bar, chassis and pilot tunnel, just branch structure welding is together；
Welding step：Each steel pipe column is by two welders operation simultaneously, circumferentially rotating Vortex symmetrical welding；
Steel pipe column tube coupling assembly step：Using chain block, merogenesis installs steel pipe column from bottom to top, most descends section steel pipe
Post is positioned on location-plate, after the completion of welding, is squeezed into timber wedge in top opening surrounding and is corrected that to have installed steel pipe vertical simultaneously
Degree, then completely builds cement mortar on the outside of positioning steel tube；
Concreting step：Mould, the tumbling barrel steel pipes of φ 150 are pumped into by delivery pump.
The core concept of " PBA " engineering method is to try to be formed to be made up of side wall support structure and arch preliminary bracing
Integer support system, instead of traditional pre support and preliminary bracing structure, to ensure carrying out cavern's main part
With enough degrees of safety when separately digging, and efficiently control stratum settlement.Can for example when cavern span is smaller
To use single span structure, and then multispan structure can be used by setting up pilot tunnel when cavern span is larger.For forever
Building for long structure, can be constructed using traditional cover and cut method or sheltered reverse excavation.
The beneficial effect of the embodiment of the present invention is：
1., beam, arch, post are formed in advance, have been initially formed the space frame system of main stress, below
Excavation is carried out under the protection of top cover, and supporting conversion is single, not only safety, and is substantially reduced over the ground
The influence of face sedimentation, while saving substantial amounts of bricklaying；
2. flexibly, construction is not influenceed by the number of plies, across several construction method of the invention substantially, and bottom carries knot
Structure can make bottom girder (bar base) or pile foundation according to formation condition；
3. pilot tunnel construction technology is ripe, safe and reliable, due to having certain distance between each pilot tunnel, therefore can be synchronous
Pilot tunnel construction is carried out, construction interference is small, the post, longeron in each pilot tunnel also can operations simultaneously；
4. internal after button arch need not typically to carry out the ancillary methods such as stratum consolidation, construction space is open, can use
Mechanical equivalent of light excavation, operating efficiency is high, and integral construction speed is fast, and high precision also allows for the treatment of underground water in construction；
5. effective headroom is big in straight wall type structure, saves bent wall and inverted arch Structural Engineering input；
6. secondary lining good integrity, substantially equivalent cut and cover method effect structure.
Brief description of the drawings
In order to illustrate more clearly about the embodiment of the present invention or technical scheme of the prior art, below will be to embodiment
Or the accompanying drawing to be used needed for description of the prior art is briefly described, it should be apparent that, in describing below
Accompanying drawing is only some embodiments of the present invention, for those of ordinary skill in the art, is not paying creation
Property work on the premise of, other accompanying drawings can also be obtained according to these accompanying drawings.
Fig. 1 is the tunneling subway station hole pile construction method flow chart of the embodiment of the present invention；
Fig. 2 is the integer support system construction procedure flow chart of the embodiment of the present invention；
Fig. 3 is the lining structure construction procedure flow chart of main body two of the embodiment of the present invention；
Fig. 4 A to Fig. 4 D for the embodiment of the present invention integer support system construction procedure in, each construction stage
Configuration state schematic diagram；
Fig. 5 A to Fig. 5 E for the embodiment of the present invention the lining structure construction procedure of main body two in, each construction stage
Configuration state schematic diagram；
Fig. 6 is the manual digging pile construction process chart of the embodiment of the present invention；
Fig. 7 A to Fig. 7 C are the inner concrete pouring construction sequential schematic of the embodiment of the present invention.
Specific embodiment
Below in conjunction with the accompanying drawing in the embodiment of the present invention, the technical scheme in the embodiment of the present invention is carried out it is clear,
It is fully described by, it is clear that described embodiment is only a part of embodiment of the invention, rather than whole
Embodiment.Based on the embodiment in the present invention, those of ordinary skill in the art are not before creative work is made
The every other embodiment for being obtained is put, the scope of protection of the invention is belonged to.
Tunneling subway station of the invention hole pile construction method is by the bid section star Hai Guang of Dalian subway first stage of the project 104
Special geological surrounding residing for the subway station of field is facilitated, and cobble is mingled with silty clay geology and middle wind slap ground
Matter, agent structure has 9m below waterline, is unfavorable for that " glasses method " constructs, and " glasses method " construction exists
In long-term digging process, large area, profound precipitation, high cost are carried out, and be unfavorable for surrounding buildingses
The stabilization of thing, is also unfavorable for water conservation；If using " cap excavation method ", do not allowed on present situation Zhongshan Road
If enclosing.The imagination for the principle of " cap excavation method " being moved to underground is so just generated, i.e., leads in-cavity construction small
Drilled pile, arc preliminary bracing is done on drilled pile, and (upper arc preliminary bracing is similar to " cap excavation method " top after variation
Lid), upper arc load is born by drilled pile and lateral wall pressure is resisted, it is thusly-formed the behaviour of similar " cap excavation method "
Make space, stress check calculation is carried out with the principle of similar " glasses method " in work progress.So two kinds of engineering method knots
Use altogether, both drawn the advantage that the load-bearing of " cap excavation method " pile stress is good, can carry out large space excavation,
Overcome the shortcoming of its destruction road surface and underground structure, " glasses method " waterproof layer has been drawn again can be totally enclosed excellent
Point, the shortcoming for overcome its many cavern, easily caving in.Based on this, the stake of tunneling subway station of the invention hole is formd
Construction method, cavern-pile method is referred to as PBA engineering methods, and the physical significance of " PBA " is：P- (pile), B- beams
(beam), A- arches (arc), i.e., collectively form initial stage stress by skirt piles, middle stake (post), top bottom girder, crown
System, bears the load of work progress；Its main thought is that lid digging and substep subsurface excavation method combine,
Respective advantage is played, the soil body successively can be downwards excavated under the protection of top cover, apply secondary lining, can adopted
Constructed with along work and inverse two methods of making, ultimately form and forever held by what preliminary bracing plus secondary lining were combined
Carrier system.
A kind of tunneling subway station hole pile construction method is the embodiment of the invention provides, as shown in figure 1, of the invention
Tunneling subway station hole pile construction method include：
S101：Integer support system construction procedure；
S102：The lining structure construction procedure of main body two.
S101 was referred to as the first construction stage, and S102 was referred to as the second construction stage, and the first construction stage mainly constructed
Each stress structure such as small pilot tunnel preliminary bracing structure, skirt piles, top, bottom girder, side longeron, crown preliminary bracing
Part, reaches preliminary bracing structure stress system transform and ultimately forms an integer support system by section variation,
This work progress is the core content of " PBA " engineering method.
Second construction stage was that branch, skirt piles, top, bottom girder etc. are received at the beginning of arch after integer support system is formed
The soil body is successively excavated downwards under the effect of power component load-bearing, applies the process of the lining structure of main body two.Its main body two lining knot
Structure can construct using along work and inverse two methods of making, and ultimately form and be combined into forever by preliminary bracing+secondary lining
System is carried long.
Specifically, as shown in Fig. 2 the integer support system construction procedure in Fig. 1 includes：
S201：By the use of station two ends ventilating shaft as odd-job well, laterally excavate four using positive benching tunnelling method and lead
Hole, wherein three pilot tunnels are located at upper strata, another pilot tunnel is located at lower floor, and lower floor's pilot tunnel and upper strata centre
Pilot tunnel is relative vertically；
S202：Pilot tunnel skirt piles and center pillar excavation pile construction are carried out, setting spacing is applied in the pilot tunnel of upper strata side
Drilled pile, applies the artificial digging pile of setting spacing in the upper layer in pilot tunnel；
S203：Carry out lower floor's pilot tunnel bottom girder construction, pre-buried steel Tubular column base and post bottom crab-bolt, bottom girder both sides
Pre-buried baseplate reinforcing bar joint；
S204：The steel pipe column construction of upper strata pilot tunnel is carried out, steel pipe column is processed as two section steel splitting pipes and a section adjustment
Steel pipe；
S205：Skirt piles Guan Liang construction is carried out, then the pre-buried main body arch preliminary bracing grid in Guan Liang reinforcing bar,
Branching standing template completes Guan Liang and grid is backfilled behind；
S206：Top longeron construction is carried out, shape steel bracket and laying bed die are erected first, then lay vault waterproof
Plate, then seating side arc punching block, and lateral support is installed, the reserved mouth that vibrates；
S207：Crown just branch structure construction is carried out, just first construction side button encircles branch button arch, and arch is detained in constructing afterwards.
As shown in figure 3, the lining structure construction procedure of main body two in Fig. 1, including：
S301：Soil excavation is carried out, the construction of the lining structure of station top board two is carried out；
S302：When soil excavation to middle plate bottom, middle plate and the construction of middle longeron are carried out；
S303：When soil excavation to bottom base plate, waterproof base plate is laid, carry out structure base slab construction；
S304：Lower side wall construction is carried out after base plate reaches setting intensity.
In integer support system construction procedure in Fig. 2, configuration state such as Fig. 4 A of each construction stage extremely scheme
Shown in 4D.
Fig. 4 A are the first step of integer support system construction procedure：Excavate 1 successively from 1#, 2# air channel, 2,3,
4 pilot tunnels (are called small pilot tunnel).Advanced tubule is set in the range of arch 180.Ductule：φ42×3.25mm,
L=3.0m, ring spacing 0.3cm.Upper half section is excavated using benching tunnelling method, preliminary bracing is performed in time.By scheming
4A can be seen that four layouts of pilot tunnel, and three pilot tunnels are located at upper strata, and another pilot tunnel is located at lower floor, and
The middle pilot tunnel on lower floor's pilot tunnel and upper strata is relative vertically.
Fig. 4 B are the second step of integer support system construction procedure：After the completion of pilot tunnel, bottom girder and Bian Dong are performed
Manually digging hole fender post, stake top Guan Liang and middle part steel-pipe pile, perform waterproof layer on capital longeron, top longeron.Respectively
Operation uses continuous productive process, be separated by two across.After the completion of erection of steel pipe column, using sandy soil by steel pipe surrounding in hole
Tamp, when top longeron is poured, Grouting Pipe is reserved in the splash guard of top.In Fig. 4 B, 401 is longitudinal slip casting
Supervisor, slip casting supervisor's spacing is typically set to 5 meters, and 402 represent fine sand backfill.
Fig. 4 C are the second step of integer support system construction procedure：Perform preliminary bracing and behind in end bay pilot tunnel
Grouting Pipe is reserved in backfill, end bay preliminary bracing behind.
Fig. 4 D are the second step of integer support system construction procedure：Arch advanced tubule between small pilot tunnel is performed,
Preliminary bracing between soil excavation, small pilot tunnel of constructing.Ductule length is typically set to 3.0m, and ring spacing typically sets
It is 300mm, the longitudinal direction ring of one Pin grids one, grid spacing is typically set to 0.5m.
In the lining structure construction procedure of main body two in Fig. 3, configuration state such as Fig. 5 A of each construction stage extremely scheme
Shown in 5E.
Fig. 5 A are the first step of the lining structure construction procedure of main body two：After the completion of the main body crown preliminary bracing of station i.e.
Integer support system is completed, soil excavation is then carried out, the top lining structure of station top board two is performed.
Fig. 5 B are the second step of the lining structure construction procedure of main body two：Plate bottom, performs in soil excavation to structure
Middle plate and middle longeron.In Fig. 5 B, 501 represent construction joint.
Fig. 5 C are the 3rd step of the lining structure construction procedure of main body two：Soil excavation is laid to structure base slab bottom
Waterproof slab, performs structure base slab
Fig. 5 D are the 4th step of the lining structure construction procedure of main body two：Bottom is performed after base plate reaches design strength
Side wall, completes main structure construction.
Fig. 5 E are the 5th step of the lining structure construction procedure of main body two：In the station such as stair, structure air channel and platform slab
Accessory structure is constructed.
In integer support system construction procedure shown in Fig. 2：, it is necessary to set double leading before four pilot tunnels are excavated
Pipe carries out leading pre-supporting；Wherein, conduit 6m long, outer limb be 10 °~15 °, catheter tail with
The welding of grid position is not cut off.
In integer support system construction procedure, to reduce the disturbance to stratum, small pilot tunnel divides step Rapid Excavation,
Strengthen preliminary bracing, cyclization is closed as early as possible, control the sedimentation and deformation of pilot tunnel.Length of bench is according to geological condition
Must not be arbitrarily adjusted after determining before the construction.According to monitoring measurement as a result, it is desirable to feedback information refers in time
Design and construction are led, to adjust supporting parameter and construction method.
, it is necessary to strictly the quality and precision of the processing of control grid are up to standard in integer support system construction procedure.To subtract
The small deformation caused by welding heat, strictly controls welding sequence, using being symmetrically welded.During practical operation, can
To extend use time of the grid on mould, reduce the thermal deformation after welding.
, it is necessary to strict control construction drilling depth in integer support system construction procedure, it is ensured that when erecting grid and spray concrete
It is interior to occur without landslide.
In integer support system construction procedure, therefore, to assure that pre-grouting effect.Delayed face is answered in backfill slip casting
L0m is carried out, and face observation is strengthened during slip casting.
, it is necessary to advanced carry out spy water conservancy project work in integer support system construction procedure.Anhydrous work is must assure that during excavation
Industry.
, it is necessary to adjust each face operation in integer support system construction procedure, staggering time spray concrete.Prevent
Because face is more, the spray concrete time concentrates very much, causes wind-force not enough plugging.
, it is necessary to rationally control each pilot tunnel ventilation poor in integer support system construction procedure.Because pilot tunnel is more, ventilation
Scope is larger, and wind shunting is more, to set up small-sized fan in pilot tunnel and be used cooperatively with big blower fan.
During specific implementation, as shown in fig. 6, S202 may include steps of：
Measurement and positioning step；Examined before excavation through workmen, supervisor survey crew, construction unit stake position
Test qualified, nail on timber, and marked with the iron nail in stake, timber is fixed with concrete, setting-out is carried out by finishing
Next process.
Pilot tunnel base plate is abolished and aperture supporting step：Pilot tunnel base plate is manually abolished using pneumatic pick, abolishes process
In when running into grid steel frame, grid cage bar wouldn't be cut off, cut off described after double-layer circular closing ring is installed
Grid cage bar, then returns and builds C25 crushed stone concretes, wherein, double-layer circular closing ring and grid steel frame cage bar it
Between use L-type bar connecting；
Stake well excavates driving step；Artificial digging pile institute penetrating ground is mainly boulder bed and severely-weathered, middle weathering
Slate layer, does not allow to use Blasting Excavation in principle, is excavated using short pick, hoe class instrument, the severely-weathered layer of chance,
When hard shape barrier or rock stratum, pneumatic pick driving is changed to.Spoir is loaded using well-bucket, is vertically carried with hand winch
Be raised to well head, spoir in 2.0 meters from well head in addition or appointed place.
Panelling construction step：Carry out retaining wall when often tunneling 1.0 meters, retaining wall fixed form combined steel mould install after according to stake
Central point of hole calibration template, it is ensured that dado thickness, stake holes size and perpendicularity, matches somebody with somebody retaining wall reinforcing bar, so by design
Pouring into a mould afterwards should overlap 50mm between retaining wall concrete, upper and lower retaining wall, and insert the real packing to ensure retaining wall concrete with reinforcing bar,
Surrounding is answered uniformly to pour into a mould, to ensure the correct of center position.When concrete reaches some strength (generally 24 hours)
Form removal afterwards, is corrected after form removal, and unqualified part is modified, until qualified.
Steel reinforcement cage hangs step：Because artificial digging pile is constructed in main hole, steel reinforcement cage can not be lifted once,
General to be hung using ground integral manufacturing steel reinforcement cage, the mode that then merogenesis is lifted, splice uses straight thread set
Cylinder connection.Merogenesis steel reinforcement cage is hung with gin pole, and slow play should be slowly hung during installation, prevents from colliding the borehole wall, vertical decentralization
After in place, check whether steel reinforcement cage center overlaps with stake holes center, Concrete seat pad is padded between steel reinforcement cage and the borehole wall, with true
The thickness for protecting protective layer is impartial
Stake core concrete pouring step：Filling concrete uses concrete transfer pump, then imports shaft bottom by string bucket conduit.Often
Layer influx height must not exceed 1.1m, and concrete continuous pouring must not be interrupted, well head funnel and connecting concrete tumbling barrel, string
Cylinder is exported from concrete face highly no more than 2.0 meters, and inner concrete pouring construction order is as shown in Fig. 7 A to Fig. 7 C
It is shown.
In one embodiment, under station after pilot tunnel insertion, S203 carries out bottom girder construction in pilot tunnel under station immediately,
Bottom girder needs pre-buried steel Tubular column base and post bottom crab-bolt when constructing, bottom girder both sides need pre-buried baseplate reinforcing bar joint, pre-buried
Splice will carry out the splash guard protection work of antirust and lower sill beam.
In one embodiment, the steel pipe column in S204 is transported in station merogenesis lifting in upper pilot tunnel by factory process.
Because the limitation steel pipe column processing of upper pilot tunnel headroom needs merogenesis, each steel pipe column is by two section 3.2m and an other section
Adjustment steel pipe composition.During specific implementation, S204 includes：
Chassis positioning step：In order to prevent producing influence to chassis position during construction bottom girder template and pour concrete, adopt
With two I-steel and reinforcing bar chassis and pilot tunnel just branch structure welding together, with the stability of braced chassis.Separately
Outward, installation form and during pour concrete, avoids encountering chassis as far as possible.
Welding step：Each steel pipe column is by two welders operation simultaneously, circumferentially rotating Vortex symmetrical welding.
Specifically, first, welding 4 gussets is used for interim fixed steel pipe column suspension column, then carries out other Steel Pipe Columns
The welding of pin stiffener.During plate weld of putting more energy into, back welding is carried out first, then carry out reinforced welding, until reaching design
It is required that.It should be noted that welding should be carried out intermittently, in case hot-spot influences the quality of the vertical fine strain of millet concrete in following bottom.
All soldereds are wanted 100% to carry out ultrasonic wave nondestructive inspection (NDI), reach second-order weld quality requirement.
Steel pipe column tube coupling assembly step：Using chain block, merogenesis installs steel pipe column from bottom to top, most descends section steel pipe
Post is positioned on location-plate, after the completion of welding, is squeezed into timber wedge in top opening surrounding and is corrected that to have installed steel pipe vertical simultaneously
Degree, then completely builds cement mortar on the outside of positioning steel tube, and section steel pipe is installed after intensity stabilization, first interim solid
After determining footing, steel pipe is fixed using as above method, until assembly is to final section steel pipe.
Concreting step：Mould, the tumbling barrel steel pipes of φ 150 are pumped into by delivery pump.Due to steel pipe top
Working space is limited, 1.0~1.5m of tumbling barrel merogenesis length.It is upper with concrete in concrete placement
Rise and pulled out on section by section and remove the simple steel pipe of string, the depth that the simple steel pipe of string is embedded in concrete is no less than a section.Work as coagulation
Is poured onto the position of slightly less than steel pipe when soil is poured onto steel pipe top, treats that concrete reaches the 50% of design load
Afterwards, then with the cement mortar of same levels using machine when being filled to mouth of pipe concreting to apart from capital 6m
Tool vibrating spear vibrates, it is ensured that packing.Steel pipe column capital anchor bar is used in the outer colligation of steel pipe column, treats coagulation
Soil is installed again when pouring close to capital.And be further continued for pouring after being fixed with the reinforcing bars of φ 25.Pipe inner concrete
Pouring quality, using tap steel pipe method carry out trial inspection, it is right with ultrasound examination if any exception
In uncompacted position, reinforcement is carried out using the method for drilled pressure filling, then will drill repair welding sealing.
In S205, hat beam action is will to go along with sb. to guard him skirt piles to form overall building enclosure, while being also station master
The support beam of body arch preliminary bracing structure and two lining top boards, stake top Guan Liang reinforcement installation need to be in Guan Liang after completing
Pre-buried main body arch preliminary bracing grid, can locally change position, but must not cut off in reinforcing bar when grid is pre-buried
Guan Liang cage bar, the pre-buried spacing of grid is arranged by the big arch grid spacing of design, needs longitudinal direction to lay Φ between grid
The grid tension rib of the pre-buried grid of 22 dowels and ring and former pilot tunnel, after the completion of grid is pre-buried, Zhi Limo
Plate completes Guan Liang and grid is backfilled behind.
In S206, top longeron whole station longitudinally through, be PBA engineering methods construct Station backbone.
When leading in-cavity construction in the upper layer, because operating space is very narrow and small, so falsework system is installed, reinforcing bar is tied up
Bundle, concreting, difficulty is very big when vibrating.According to the practice of construction condition at scene, to operation order and work
Skill is optimized, and shape steel bracket and laying bed die are erected first, then lays vault splash guard, reinforcement installation
Supported using steel pipe column capital using external support, reinforcing bar will reserve the lining splice of main body two, it is ensured that reinforcing bar
Separated with bed die, protect bed die.Then seating side arc punching block, and lateral support is installed, it is reserved to vibrate
Mouthful, vibrate a mouthful spacing 1.5m, and concreting is pacified using self-control internal sealing plug pump line, pump line along top longeron direction
Dress, pours mouth and is arranged on each construction section end mould top, and top longeron takes longitudinal divisionses to construct, section length 10m
Left and right.
Pipe laying compacting method is used during concreting, that is, pump line mouthful is embedded in 1.5m~2m in concrete, side when pouring
Pour side and move back pipe, the packing of concrete is ensure that using the method construction, it is to avoid the generation in back space, protect
Card top longeron concrete pouring construction quality, while need to be in back built-in slip casting pipe, so that the later stage backfills slip casting.
In S207, just first construction side button encircles branch button arch, and arch is detained in constructing afterwards.In must not exceed end bay two across excavation
Lining.Specific construction order is as follows：
End bay buckles arch, and just branch 45m or so stops, temporary closure face, from face 2.5m from it is inner to
Mono- group of construction button arch two of 9m is divided to serve as a contrast outward, it is contemplated that button plows digging in not influenceing, both sides button encircles the most the inside of two linings
One group and one group of construction simultaneously at hole；Detained in being excavated after the completion of the two lining constructions of both sides pilot tunnels 42.5m arch and
Remainder side button arch, middle button suspends when plowing digging 30m, first faces out two linings of construction from area；Remaining sides
Button is plowed after the completion of digging, and construction side button encircles two and serves as a contrast；After side button arch and the middle lining of button arch two reach intensity, continue to excavate
Arch is detained in remainder, while carrying out station hall layer earth excavation.
The key of first branch button arch is that the button arch springing Board position error for how solving the problems, such as that small pilot tunnel is pre-buried is big.Can adopt
The measure for taking：Bow member length 20cm shorter than design length, one end and pre-buried sole bolt connection, one end passes through
Special U-shaped muscle is welded on sole.Do so can increase schedulable and can also reduce Site Welding difficulty, protect
Quality is demonstrate,proved.
In the lining structure construction procedure of main body two shown in Fig. 3, the lining construction of arch two need to be abolished to small pilot tunnel part,
There to be stress check calculation when abolishing small pilot tunnel, and abolish measurement of the length in construction and determine that general single group is long
Degree is no more than 9m.The principle first propped up and break afterwards is followed, temporary support is removed after the completion of abolishing again before waterproof is performed,
Adjacent sets can just abolish small pilot tunnel after two linings reach intensity.
Bow member uses the I-steel of I18, and bow member spacing is 1200mm, is connected with I16 I-steel between bow member
Into an entirety, each pouring length is about 9m~11m.
Template uses combined steel formwork, is fixedly connected using U-shaped card between template, then is connected to L-type fastener
Fixed on I-steel bow member.
Concrete uses Commercial Concrete, and concrete is transported to scene, has delivery pump to be pumped directly to hole Nei Shui through vertical shaft tremie pipe
Flat delivery pipe, is delivering in template, and concrete placings are from the reserved pouring hole of vault from top to bottom to abutment wall and arch springing position
Diffusion, effect is poured so as to reach.
Vault concreting method：Concrete uses commerical ready-mixed concrete, concrete transfer pump layering, level, both sides
Symmetrically pour, attached vibrator is closely knit to vibrate.The seal construction seam end head formwork at vault, and in top peace
1m is long exposes pipe for dress, by concrete transfer pump enhancing perfusion until exposing pipe overflows stopping after concrete.
Two lining concrete strengths reach carries out backfill slip casting behind after design strength 75% in time, the operation for
Control stratum settlement, antiseepage water blockoff are most important.Built-in pipe uses the seamless steel pipes of φ 20, back-grouting to use water
Mud.
In one embodiment, the tunneling subway station hole pile driving construction side shown in Fig. 1 also includes：Using vertical layered,
Longitudinal divisionses, the construction method closed paragraph by paragraph carries out subway concourse/platform earthwork construction.
Main body earth excavation is carried out after the lining concrete of arch two reaches design strength.Earth excavation uses vertical layered,
Longitudinal divisionses, the construction principle closed paragraph by paragraph.During earth excavation, it is impossible to the adjacent middle unilateral excavation of steel pipe column,
Should be balanced along steel pipe column surrounding and excavated, to reduce pressure of the earthwork to middle steel pipe column, it is to avoid it is unnecessary to produce
Deformation.Earth excavation will be carried out symmetrically, i.e., excavated from centre to both sides, with balancing earth pressure power to the pressure of wall.
In one embodiment, the tunneling subway station hole pile driving construction side shown in Fig. 1 also includes：Carry out subway concourse/platform
Rotating fields are constructed, and first carry out abutment wall waterproof, and then segmentation carries out middle template die plate, bottom plate, reinforcing bar, middle plate
Concrete and underplate concrete overall time are poured, and finally pour both walls concrete.Specific construction order is such as
Under：
First apply abutment wall waterproof, then segmentation apply middle plate/bottom plate, reinforcing bar, in, underplate concrete entirety
Primary concreting, including part abutment wall, finally pour both walls concrete.
Subway concourse plate plate bottom topotype uses 50 thickness 1：5 cement mortar；Beam and the bottom side wall that connects with subway concourse plate
Side form is built by laying bricks or stones using 12 walls, the side form of cement sand plaster reserved opening and the top side wall connected with subway concourse plate
Using wooden model；Subway concourse plate above sidewall template makes sidewall template chassis by oneself using 9.6m, pre-buried on subway concourse plate
Work steel does positioning and shores.Topotype releasing agent uses 0.7mmPVC films；Wooden model and chassis releasing agent use salad
Oil.
In addition, speed of perfusion and every layer of cast thickness must be controlled in abutment wall casting process, it is mixed for top
Solidifying soil pours " the anti-seam " to be formed, and takes in seam crossing plus plastics Grouting Pipe, before treating that concrete placings complete non-final set
Cement injection is filled；In addition after second pouring concrete reaches design strength, using the Grouting Pipe buried, use
Chemical grout carries out high-pressure slip-casting, bonds upper and lower concrete integral.
The core concept of " PBA " engineering method is to try to be formed to be made up of side wall support structure and arch preliminary bracing
Integer support system, instead of traditional pre support and preliminary bracing structure, to ensure carrying out cavern's main part
With enough degrees of safety when separately digging, and efficiently control stratum settlement.Can for example when cavern span is smaller
To use single span structure, and then multispan structure can be used by setting up pilot tunnel when cavern span is larger.For forever
Building for long structure, can be constructed using traditional cover and cut method or sheltered reverse excavation.
The beneficial effect of the embodiment of the present invention is：
1., beam, arch, post are formed in advance, have been initially formed the space frame system of main stress, below
Excavation is carried out under the protection of top cover, and supporting conversion is single, not only safety, and is substantially reduced over the ground
The influence of face sedimentation, while saving substantial amounts of bricklaying；
2. flexibly, construction is not influenceed by the number of plies, across several construction method of the invention substantially, and bottom carries knot
Structure can make bottom girder (bar base) or pile foundation according to formation condition；
3. pilot tunnel construction technology is ripe, safe and reliable, due to having certain distance between each pilot tunnel, therefore can be synchronous
Pilot tunnel construction is carried out, construction interference is small, the post, longeron in each pilot tunnel also can operations simultaneously；
4. internal after button arch need not typically to carry out the ancillary methods such as stratum consolidation, construction space is open, can use
Mechanical equivalent of light excavation, operating efficiency is high, and integral construction speed is fast, and high precision also allows for the treatment of underground water in construction；
5. effective headroom is big in straight wall type structure, saves bent wall and inverted arch Structural Engineering input；
6. secondary lining good integrity, substantially equivalent cut and cover method effect structure.
It should be understood by those skilled in the art that, embodiments of the invention can be provided as method, system or calculate
Machine program product.Therefore, the present invention can be soft using complete hardware embodiment, complete software embodiment or combination
The form of the embodiment of part and hardware aspect.And, the present invention can be used and wherein include meter at one or more
Calculation machine usable program code computer-usable storage medium (including but not limited to magnetic disk storage, CD-ROM,
Optical memory etc.) on implement computer program product form.
The present invention is with reference to method according to embodiments of the present invention, equipment (system) and computer program product
Flow chart and/or block diagram describe.It should be understood that flow chart and/or side can be realized by computer program instructions
The knot of flow in each flow and/or square frame and flow chart and/or block diagram and/or square frame in block diagram
Close.Can provide these computer program instructions to all-purpose computer, special-purpose computer, Embedded Processor or its
The processor of his programmable data processing device is producing a machine so that by computer or other are programmable
The instruction of the computing device of data processing equipment is produced for realizing in one flow of flow chart or multiple flows
And/or the device of the function of being specified in one square frame of block diagram or multiple square frames.
These computer program instructions may be alternatively stored in can guide computer or other programmable data processing devices
In the computer-readable memory for working in a specific way so that finger of the storage in the computer-readable memory
Order is produced includes the manufacture of command device, the command device realize one flow of flow chart or multiple flow with
/ or one square frame of block diagram or multiple square frame in the function specified.
These computer program instructions can be also loaded into computer or other programmable data processing devices so that
Series of operation steps is performed on computer or other programmable devices to produce computer implemented treatment, from
And the instruction performed on computer or other programmable devices is provided for realizing in one flow of flow chart or
The step of function of being specified in one square frame of multiple flows and/or block diagram or multiple square frames.
Apply specific embodiment in the present invention to be set forth principle of the invention and implementation method, above reality
The explanation for applying example is only intended to help and understands the method for the present invention and its core concept；Simultaneously for this area
Those skilled in the art, according to thought of the invention, have change in specific embodiments and applications
Place, in sum, this specification content should not be construed as limiting the invention.
Claims (6)
1. a kind of tunneling subway station hole pile construction method, it is characterised in that including：Integer support system is applied
Work step is rapid and the lining structure construction procedure of main body two, wherein,
The integer support system construction procedure includes：
By the use of station two ends ventilating shaft as odd-job well, four pilot tunnels are laterally excavated using positive benching tunnelling method, its
In three pilot tunnels be located at upper strata, another pilot tunnel is located at lower floor, and the middle pilot tunnel on lower floor's pilot tunnel and upper strata is perpendicular
It is straight relative；
Pilot tunnel skirt piles and center pillar excavation pile construction are carried out, the drilled pile of setting spacing are applied in the pilot tunnel of upper strata side,
The artificial digging pile of setting spacing is applied in pilot tunnel in the upper layer；
Carry out lower floor's pilot tunnel bottom girder construction, pre-buried steel Tubular column base and post bottom crab-bolt, the pre- buried end in bottom girder both sides
Plate splice；
The steel pipe column construction of upper strata pilot tunnel is carried out, steel pipe column is processed as two section steel splitting pipes and a section adjustment steel pipe；
Skirt piles Guan Liang construction is carried out, then pre-buried main body arch preliminary bracing grid, Zhi Limo in Guan Liang reinforcing bar
Plate completes Guan Liang and grid is backfilled behind；
Top longeron construction is carried out, shape steel bracket and laying bed die are erected first, then lay vault splash guard, connect
Seating side arc punching block, and lateral support is installed, the reserved mouth that vibrates；
Crown just branch structure construction is carried out, just first construction side button encircles branch button arch, and arch is detained in constructing afterwards；
The lining structure construction procedure of the main body two, including：
Soil excavation is carried out, the construction of the lining structure of station top board two is carried out；
When soil excavation to middle plate bottom, middle plate and the construction of middle longeron are carried out；
When soil excavation to bottom base plate, waterproof base plate is laid, carry out structure base slab construction；
Lower side wall construction is carried out after base plate reaches setting intensity.
2. tunneling subway station according to claim 1 hole pile construction method, it is characterised in that also wrap
Include：Subway concourse/platform earthwork construction is carried out, using vertical layered, longitudinal divisionses, the construction method closed paragraph by paragraph.
3. tunneling subway station according to claim 2 hole pile construction method, it is characterised in that also wrap
Include：Subway concourse/station layer structure construction is carried out, abutment wall waterproof is first carried out, then segmentation carries out middle template die plate, base plate
Template, reinforcing bar, middle board concrete and underplate concrete overall time are poured, and finally pour both walls concrete.
4. tunneling subway station according to claim 1 hole pile construction method, it is characterised in that also wrap
Include：Before four pilot tunnels are excavated, setting double conduit carries out leading pre-supporting；Wherein, conduit 6m long,
Outer limb is 10 °~15 °, and catheter tail is welded with grid position is not cut off.
5. tunneling subway station according to claim 1 hole pile construction method, it is characterised in that described
Pilot tunnel skirt piles and center pillar excavation pile construction are carried out, the drilled pile of setting spacing is applied in the pilot tunnel of upper strata side,
The artificial digging pile of setting spacing is applied in the middle drift of upper strata, including：
Measurement and positioning step；
Pilot tunnel base plate is abolished and aperture supporting step：Pilot tunnel base plate is manually abolished using pneumatic pick, abolishes process
In when running into grid steel frame, grid cage bar wouldn't be cut off, cut off described after double-layer circular closing ring is installed
Grid cage bar, then returns and builds C25 crushed stone concretes, wherein, double-layer circular closing ring and grid steel frame cage bar it
Between use L-type bar connecting；
Stake well excavates driving step；
Panelling construction step：Carry out retaining wall when often tunneling 1.0 meters, retaining wall fixed form combined steel mould install after according to stake
Central point of hole calibration template, with retaining wall reinforcing bar, then pours into a mould retaining wall concrete；
Steel reinforcement cage hangs step：Hung using ground integral manufacturing steel reinforcement cage, then the mode of merogenesis lifting, reinforcing bar
Joint is connected using straight screw sleeve；
Stake core concrete pouring step：Filling concrete uses concrete transfer pump, then imports shaft bottom by string bucket conduit.
6. tunneling subway station according to claim 1 hole pile construction method, it is characterised in that described
The steel pipe column construction of upper strata pilot tunnel is carried out, including：
Chassis positioning step：Using two I-steel and reinforcing bar, chassis and pilot tunnel, just branch structure welding is together；
Welding step：Each steel pipe column is by two welders operation simultaneously, circumferentially rotating Vortex symmetrical welding；
Steel pipe column tube coupling assembly step：Using chain block, merogenesis installs steel pipe column from bottom to top, most descends section steel pipe
Post is positioned on location-plate, after the completion of welding, is squeezed into timber wedge in top opening surrounding and is corrected that to have installed steel pipe vertical simultaneously
Degree, then completely builds cement mortar on the outside of positioning steel tube；
Concreting step：Mould, the tumbling barrel steel pipes of φ 150 are pumped into by delivery pump.
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| CN107288642A (en) * | 2017-06-20 | 2017-10-24 | 北京市政建设集团有限责任公司 | PBA construction technologies |
| CN107503774A (en) * | 2017-09-08 | 2017-12-22 | 中铁十六局集团地铁工程有限公司 | A kind of construction of combination piping lane without surface precipitation Construction Method of Metro Station |
| CN107676098A (en) * | 2017-09-08 | 2018-02-09 | 中铁十六局集团地铁工程有限公司 | A kind of construction method for exempting from button arch flat-top post hole method construction subway station |
| CN108590700A (en) * | 2018-02-14 | 2018-09-28 | 北京城建道桥建设集团有限公司 | One kind secretly checking room equipment opening/manhole and its construction method |
| CN109578014A (en) * | 2019-01-28 | 2019-04-05 | 中铁第六勘察设计院集团有限公司 | Anti- dash forward of one kind gushes back cover structure and construction method |
| CN109611119A (en) * | 2018-11-29 | 2019-04-12 | 上海市机械施工集团有限公司 | The forming method of underground structure top board |
| CN109838239A (en) * | 2019-03-06 | 2019-06-04 | 牛斌 | A kind of construction method of subway single layer Station |
| CN110410146A (en) * | 2019-06-26 | 2019-11-05 | 广州穗岩土木科技股份有限公司 | A kind of construction method that underground dark-excavated passageway is reinforced |
| CN110486034A (en) * | 2019-09-19 | 2019-11-22 | 北京市政建设集团有限责任公司 | Subway station and construction method based on pile foundation in four pilot tunnel of single layer and middle drift |
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| CN111997625A (en) * | 2020-08-27 | 2020-11-27 | 合肥市轨道交通集团有限公司 | Underground excavation construction method for subway station in weak-expansibility clay stratum |
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| CN114352317A (en) * | 2021-12-20 | 2022-04-15 | 四川共拓岩土科技股份有限公司 | Subway cavern water-free construction method based on sand layer or sand-pebble layer |
| CN114718610A (en) * | 2022-06-01 | 2022-07-08 | 中国铁路设计集团有限公司 | Large-span single-arch subway station, large-section tunnel, underground structure and construction method thereof |
| CN115387385A (en) * | 2022-10-08 | 2022-11-25 | 中建八局轨道交通建设有限公司 | Vertical storey-adding construction method for underground space engineering |
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Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH02221588A (en) * | 1989-02-23 | 1990-09-04 | Nippon Tetsudo Kensetsu Kodan | Enlarging method between parallel tunnels and timbering device used therein |
| CN101225742A (en) * | 2007-10-17 | 2008-07-23 | 中铁十八局集团有限公司 | Construction method of shallow buried underground excavating tunnel super large section using PBA method |
| CN102748040A (en) * | 2012-07-23 | 2012-10-24 | 中铁一局集团有限公司 | Main structure for metro long-span station and pillar arching construction method thereof |
| CN103821167A (en) * | 2014-03-17 | 2014-05-28 | 北京市政建设集团有限责任公司 | Construction method for subway station body |
| CN103938633A (en) * | 2014-05-14 | 2014-07-23 | 中铁二局股份有限公司 | Steel pipe column concrete casting construction method employing cavern-pile method |
| CN103938653A (en) * | 2014-05-14 | 2014-07-23 | 中铁二局股份有限公司 | Steel pipe hoisting method used in hole-pile method steel tube column construction |
| CN103953052A (en) * | 2014-05-14 | 2014-07-30 | 中铁二局股份有限公司 | Pile-beam-arch steel pipe column construction method |
-
2015
- 2015-07-30 CN CN201510458606.4A patent/CN106703814B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH02221588A (en) * | 1989-02-23 | 1990-09-04 | Nippon Tetsudo Kensetsu Kodan | Enlarging method between parallel tunnels and timbering device used therein |
| CN101225742A (en) * | 2007-10-17 | 2008-07-23 | 中铁十八局集团有限公司 | Construction method of shallow buried underground excavating tunnel super large section using PBA method |
| CN102748040A (en) * | 2012-07-23 | 2012-10-24 | 中铁一局集团有限公司 | Main structure for metro long-span station and pillar arching construction method thereof |
| CN103821167A (en) * | 2014-03-17 | 2014-05-28 | 北京市政建设集团有限责任公司 | Construction method for subway station body |
| CN103938633A (en) * | 2014-05-14 | 2014-07-23 | 中铁二局股份有限公司 | Steel pipe column concrete casting construction method employing cavern-pile method |
| CN103938653A (en) * | 2014-05-14 | 2014-07-23 | 中铁二局股份有限公司 | Steel pipe hoisting method used in hole-pile method steel tube column construction |
| CN103953052A (en) * | 2014-05-14 | 2014-07-30 | 中铁二局股份有限公司 | Pile-beam-arch steel pipe column construction method |
Non-Patent Citations (3)
| Title |
|---|
| 刘震国等: "《城市轨道交通工程关键施工技术》", 31 January 2015 * |
| 梁学艳: "PBA 工法在大连地铁医大二院站的应用", 《北方交通》 * |
| 肖广智: "《不良、特殊地质条件隧道施工技术及实力.1》", 30 June 2015 * |
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| CN114352317A (en) * | 2021-12-20 | 2022-04-15 | 四川共拓岩土科技股份有限公司 | Subway cavern water-free construction method based on sand layer or sand-pebble layer |
| CN114352317B (en) * | 2021-12-20 | 2023-11-21 | 四川共拓岩土科技股份有限公司 | Subway tunnel non-precipitation construction method based on sand layer or sand pebble layer |
| CN114718610A (en) * | 2022-06-01 | 2022-07-08 | 中国铁路设计集团有限公司 | Large-span single-arch subway station, large-section tunnel, underground structure and construction method thereof |
| CN114718610B (en) * | 2022-06-01 | 2022-08-16 | 中国铁路设计集团有限公司 | Large-span single-arch subway station, large-section tunnel, underground structure and construction method thereof |
| CN115387385A (en) * | 2022-10-08 | 2022-11-25 | 中建八局轨道交通建设有限公司 | Vertical storey-adding construction method for underground space engineering |
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| CN116838382B (en) * | 2023-09-01 | 2023-12-05 | 中国铁路设计集团有限公司 | Connection type and construction method of underground excavation subway station main body and auxiliary structure |
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