CN106337686B - Three layers of subway station canopy structure of rocky stratum tunneling and construction method - Google Patents
Three layers of subway station canopy structure of rocky stratum tunneling and construction method Download PDFInfo
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Abstract
The invention belongs to tunneling and underground engineering technique of design and construction fields, more particularly to a kind of three layers of subway station canopy structure of rocky stratum tunneling and construction method, including main body domes, reinforced concrete inverted arch, the main body domes, two layers of underground side wall is equipped between reinforced concrete inverted arch, F3/B3 side wall, the main body domes include that arch two serves as a contrast middle section, arch two serves as a contrast side section, the arch two serves as a contrast side section and is located at the two sides that arch two serves as a contrast middle section, the reinforced concrete inverted arch includes that inverted arch two serves as a contrast middle section, inverted arch two serves as a contrast side section, bottom girder there are two being set at the top of the lining of inverted arch two middle section, the bottom that the arch two serves as a contrast middle section sets that there are two top beams, steel pipe column is equipped between the top beam and bottom girder；The present invention is suitable for the supporting construction and construction of weak rocky stratum tunneling three layers of subway station and the large section underground space, and structural stability is good, improves construction efficiency.
Description
Technical field
The invention belongs to tunneling and underground engineering technique of design and construction field more particularly to a kind of rocky stratum tunnelings three
Layer subway station canopy structure and construction method.
Background technique
Since the 21th century, urban rail transit in China has been stepped into fast-developing period, and rail traffic is handed over as city
Important component in logical, operational network also gradually form.In route process of construction, more and more transfer vehicles are encountered
It stands and hinge, influence of the transfer manner and interchange efficiency of rail traffic to Rail Transit System operation is further obvious.
The construction of sub-interchange, slave station change to interior transfer of arriving at a station outside, and just towards synthesization, (a variety of vehicles are changed at present
Multiply), the direction of facilitation develops.It is changed in the station of early stage, not only structure is complicated, but also changes to inconvenience, and present countries in the world exist
In the construction of sub-interchange, all strive changing to exhausted too many several passenger flows on two transfer routes can across platform, it is maximum
Shorten to limit transfer distance, this mode of parallel station be applied to Stockholm sub-interchange and Paris German side this and
In the subway construction in Hong Kong, two-wire generally requires three layers of station of construction using parallel station mode.
When the environmental conditions such as traffic above-ground and pipeline do not allow using open cut, it is necessary to be implemented using subsurface excavation method, tunneling
Three layers of transfer station generally excavate span up to 24m, and excavation height reaches 26m, and so large-scale Shallow Covered Metro Station is not yet
See similar engineering example.Large section tunnel generally uses CRD method, two side-wall pilot tunnel, middle hole method, side hole method and hole stake at present
The construction methods such as method, if the excavation width of Great Britain and France's chunnel crotch section reaches 21.2m, excavation height reaches 15.4m；Japan
Second cloth draws tunnel, is from 2 lanes (cross-section product 59m in bifurcated section2) changing to the section in 3~4 lanes, (maximum is excavated wide
Spend 24m, excavated section product 240m2), it is all made of two side-wall pilot tunnel construction.The tunneling subway station that the country is built is such as Beijing
Iron Xuanwumen station, Chongwenmen station, Huang Zhuanzhan, Shenyang Metro Middle St station etc. are the double-deck stations, and are all in Quaternary Strata
Construction, the cavern-pile method of use and middle hole method are in the majority.
For three layers of tunneling subway station, structural span is big, and profile height is high, and lateral pressure is big, station structure pattern and applies
The selection of work method is just particularly important.The supporting of station arch, the formation of pillar construction and the processing of high straight flange wall are exactly work
Key points and difficulties position in Cheng Jianshe, it is mishandling to be easy to cause the engineering accidents such as landslide, unstability.CRD method and double
Side heading method applies in general to medium-sized tunneling section；Side hole method is that two side pilot tunnels are synchronized and constructed, then apply in lead
Hole, middle column system are established later, and the high structural stability of profile height is poor, and ground deformation is maximum；Middle hole method is that middle drift first carries out
Construction, it is established that then beam, column support system apply side pilot tunnel, the shortcomings that engineering method is that piecemeal is more, and middle drift is formed
Rear side pilot drive easily forms imbalance thrust force, and blast working influences temporary support too big；Cavern-pile method control deformability compared with
By force, it but needing to be arranged multiple pilot tunnels and applies skirt piles structure, abandoned project amount is big, and space is small in pilot tunnel, and construction environment is severe, and
And cavern-pile method generally requires reverse hierarchical work, greatly reduces construction efficiency.
To sum up, above-mentioned traditional construction method is primarily adapted for use in Quaternary Strata, use cyclic hand digging construction step by step.
It needs to take blasting construction method in rocky stratum, excessive piecemeal and is largely temporarily supported above under blasting condition very not
Benefit, in some instances it may even be possible to because temporary support failure causes unacceptable Important Project accident.Therefore, at three layers of rocky stratum tunneling
When the structural shape and scheme choice at station, it should base oneself upon under conditions of guaranteeing safety, consider the place of rocky stratum, select
It can be realized the construction method of mechanization rapidly and efficiently.
Summary of the invention
The mechanics feature and supporting machine of shallow embedding super large superelevation section in present invention combination lithostratigraphy and upper-soft lower-hard ground
Reason, while guaranteeing effectively control stratum deformation and stable structure under the complex environment of city, reduce blast working influence and
Construction efficiency is improved, proposes a kind of three layers of subway station canopy structure of rocky stratum tunneling and construction method, realizes big machinery
Change the construction for carrying out three layers of subway station large section tunnel of rocky stratum tunneling.
Technical problem solved by the invention is realized using following technical scheme:
A kind of three layers of subway station canopy structure of rocky stratum tunneling, it is characterised in that: including main body domes, reinforcing bar
Concrete inverted arch, the reinforced concrete inverted arch are located at the lower section of main body domes, the main body domes, reinforced concrete
Two layers of underground side wall, F3/B3 side wall, F3/B3 side wall top and two layers of underground side wall bottom are equipped between native inverted arch
End connection, the main body domes include that arch two serves as a contrast middle section, arch two serves as a contrast side section, and the arch two serves as a contrast side section and is located at arch
The two sides in two lining middle sections, the arch two serve as a contrast side section bottom end and connect with two layers of underground side wall top, the reinforced concrete inverted arch
Middle section, the lining of inverted arch two side section are served as a contrast including inverted arch two, the inverted arch two serves as a contrast the two sides that side section is located at the lining of inverted arch two middle section, the inverted arch
The top of two lining side sections is connect with the bottom end of F3/B3 side wall, and the inverted arch two, which serves as a contrast, to be set at the top of middle section there are two bottom girder,
The bottom that the arch two serves as a contrast middle section sets that there are two top beams, and steel pipe column, the steel are equipped between the top beam and bottom girder
Tubing string is equipped with plate middle section in basement one, plate in two layers of underground, plate middle section in the basement one, the equal water of plate in two layers of underground
Flat setting, and in two layers of underground in one layer located underground of plate plate middle section lower section, the two sides point in plate middle section in the basement one
Not She You plate side section in basement one, plate side section is connect with two layers of underground side wall in the basement one, in two layers of the underground
The both ends of plate are connect with F3/B3 side wall, and the bottom surface that the arch two serves as a contrast side section is equipped with arch springing stringer, the arch springing stringer
It is interior be equipped with the pre-buried mud jacking steel pipe of stringer, two layers of underground side wall, F3/B3 side wall side be equipped with the supporting of abutment wall steel-pipe pile,
The abutment wall steel-pipe pile supporting side is equipped with abutment wall prestress anchorage cable, side wall anchor pole, the abutment wall prestress anchorage cable of the top
It is equal that junction, the abutment wall steel-pipe pile supporting, abutment wall prestress anchorage cable, side wall anchor pole are set at the top of arch springing stringer and steel-pipe pile
Positioned at the lower section of arch springing stringer, it is equipped with preliminary bracing outside the main body domes, is equipped with outside the preliminary bracing advanced
Supporting, preliminary bracing include middle part pilot tunnel preliminary bracing, the hole preliminary bracing of arch side, the two sides of arch side hole preliminary bracing
Longitudinally arranged arch springing mud jacking steel pipe is provided at arch springing,.
The middle part pilot tunnel preliminary bracing uses grid reinforcing bar gunite concrete structure, advanced small along the setting of its outer rim loopful
Conduit or self-advancing type tube shed grouting advance support.
The arch springing stringer is reinforced concrete structure, and the pre-buried mud jacking steel pipe slip casting in inside guarantees that stringer bottom is close
It is real.
The outside setting abutment wall steel-pipe pile supporting of two layers of underground side wall, F3/B3 side wall, the abutment wall steel-pipe pile
Supporting top anchors into arch springing stringer, and lower part insertion depth is more than internal cement injection mortar below structure base slab, steel pipe after excavation
It is closed using gunite concrete between stake and surface.
Main structure two rows center pillar uses steel pipe column, and segmentation is connected using ring flange, and internal concrete perfusion is vertical with top
Beam, bottom girder, plate middle section in basement one, plate is connected and fixed using steel reinforcement cage or welding steel in two layers of underground.
The arch two serves as a contrast middle section and two sides arch two and serves as a contrast side section connection and form one greatly across domes, and end to the greatest extent is supported in
On arch springing stringer, canopy structure is formed together with two rows of steel pipe columns.
A kind of three layers of subway station canopy construction method of rocky stratum tunneling, it is characterised in that: the following steps are included:
(1) surveying setting-out go out include top beam, bottom girder upper and lower intermediate pilot tunnel contour line, in pilot tunnel to be excavated
Preliminary bracing outside left performs advance support, carries out pre-grouting strengthening stratum；
(2) upper and lower intermediate pilot drive is carried out, after the completion of excavating immediately at the beginning of excavated section outer rim applies side pilot tunnel arch
Phase supporting, is formed using grid steel frame and gunite concrete, while applying the temporary support in the middle part of pilot tunnel, and bottom is using interim
The closing of inverted arch gunite concrete, and lock foot anchoring stock or lock foot anchor tube slip casting are set to fix preliminary bracing in upper pilot tunnel two sides of the bottom
And temporary support；Top pilot tunnel is excavated using partial excavation method, and lower pilot tunnel is excavated using benching tunnelling method；When excavating pilot tunnel, first open
Upper pilot tunnel is excavated after digging down pilot tunnel；
(3) pilot tunnel applies base plate waterproofing after applying a distance under, and it is vertical to retreat the bottom applied below two rows of middle standing pillars
Part backplane inverted arch between beam and column, cast-in fixing bolt with steel pipe column for connecting at the center pillar position of bottom girder；
(4) unwrapping wire positions center pillar in upper pilot tunnel, applies middle post holes stake, and hole stake diameter is slightly larger than centre-pillar structure diameter；Hole
The setting reinforced steel bar ring of aperture up and down of stake is connect with pilot tunnel grid reinforcing bar；
(5) steel pipe is lifted in pilot tunnel, gap is closely knit using back-up sand between steel pipe column and hole stake；Segmentation is removed upper pilot tunnel and is faced
When perpendicular support, apply form concrete in steel pipe column upwards in upper pilot tunnel, be laid with waterproof layer, assembling reinforcement thereafter, formwork erection pours top
Stringer and structure intermediate arches section, reserved steel bar connector；Strut and tie is set between top beam；
(6) pilot tunnel continuation is excavated in basement one down below plate on, perform in basement one the middle section of plate and
Middle stringer；
(7) arch two sides are reinforced using advanced tubule combination self-advancing type pipe canopy and encircles section outer rim stratum, symmetrically excavate end bay
The arch soil body performs preliminary bracing, temporary support and big arch springing consolidation process using " CRD " step excavation engineering method, and arch springing just props up
Welded reinforcement is connected with bottom girder.Two sides arch springing sets diameter 219mm steel-pipe pile supporting construction respectively, and steel-pipe pile is respectively embedded into arch
In foot stringer and rock stratum below bottom plate, and ensure that steel pipe pile verticality is met the requirements；
(8) arch springing void slag is cleared up, applies arch springing stringer, embedded steel tube mud jacking carries out the surrounding rock consolidation of stringer bottom, sets the
Temporary support is removed in one of arch springing stringer anchor cable, segmentation, is laid with waterproof layer assembling reinforcement, and mould builds station arch two sides arch section coagulation
Soil connect integral and center pillar formation canopy structure with intermediate arches section, and when construction should be according to monitoring measurement strict control temporary support
Length is removed every time；
(9) kerve excavates station lower layer rock mass, pays attention to reinforcing the protection to abutment wall and arch springing stringer, layering is applied when excavating
Make abutment wall supporting, including prestress anchorage cable, side wall anchor pole and gunite concrete closing, continues to be layered downward excavation according to the step
At rock mass to structure base slab absolute altitude, the protection of centering rod structure is paid attention to；
(10) inverted arch two sides are applied across blinding concrete, then in inverted arch concrete cushion and side wall after being excavated to substrate
It is laid with one layer of inverted arch and side wall waterproof layer on the inner surface of preliminary bracing, pours one layer in the upper surface of inverted arch waterproof layer later and mixes
It coagulates soil and forms the lining of inverted arch two；
(11) it is laid with side wall waterproof layer upwards, then casting concrete forms top side wall and underground two on two lining inverted arch
Plate and middle stringer in layer；
(12) it continues up and is laid with side wall waterproof layer, two lining formwork jumbos of setting on plate, pour underground in two layers of underground
Plate remainder in two layers of sidewall structure and basement one, it is integral with the lining connection of arch two；
(13) lower tracks and platform slab structure are performed, three layers of subway station canopy structure of tunneling can be completed.
The invention has the benefit that
1, three layers of subway station canopy structure of rocky stratum tunneling of the invention and construction method, may be implemented weak surrounding rock
The large section at three layers of station of tunneling and other greatly across the underground space with superelevation, it is reasonable in design, stability is good, Ke Yibao
Demonstrate,prove construction safety；
2, structural support system is simple, and preliminary bracing dismounting amount is small, and pilot tunnel abandoned project amount is few；
3, center pillar and arch two serve as a contrast after canopy structure formed, structure safety and stability and control stratum deformation ability is strong, construction
Period can provide open working space and guarantee lower part convenient and quick construction, greatly improve construction efficiency；
4, arch uses smoother domes, and without double-arch structure V-type node, structurally waterproof is high-quality；
5, abutment wall uses steel pipe column combination prestressed anchor Cable Structure, without any temporary support, convenient for construction and without dismounting
Operating condition is supported, high side wall structure construction safety is effectively ensured；
6, engineering method simple process, easy to operate well controls stratum deformation, and can be real for entire underground structure engineering construction
Existing big machinery is turned into industry and provides condition, improves work efficiency, saves project cost；
7, the present invention provides a kind of shallow embedding or weak three layers of subway stations of rocky stratum tunneling or Large Underground space
The combined application and innovation of the multinomial technology of supporting construction form, construction method, structure is reasonable, and construction procedure is simple and implements
Progress is fast, solves that weak rocky stratum high side wall cavern stability is poor, and traditional steelframe and temporary support structures form are complicated,
Construction efficiency and environmental condition are poor, and stratum deformation is larger in digging process, and construction safety risk is big and construction organization inconvenience etc.
Many problems have preferably expanded the application space of underground extra space hidden digging structure and construction technology.
Detailed description of the invention
Fig. 1 is three layers of subway station canopy structural schematic diagram of tunneling of the invention；
Fig. 2 is the construction schematic diagram of upper and lower middle part pilot tunnel in the present invention；
Fig. 3 is the construction schematic diagram of middle part beam column construction in the present invention；
Fig. 4 is the construction schematic diagram of basement one side hole excavation supporting in the present invention；
Fig. 5 is the lining of arch two construction schematic diagram in the present invention；
Fig. 6 is lower layer's excavation supporting construction schematic diagram in the present invention；
Fig. 7 is two lining structure of F3/B3 construction schematic diagram in the present invention；
Fig. 8 is that three layers of subway station canopy structure construction of rocky stratum tunneling of the present invention complete schematic diagram.
In figure, 1- advance support, 2- middle part pilot tunnel preliminary bracing, the middle part 3- pilot tunnel, which temporarily erects, to be supportted, and 4- locks foot anchor tube, 5- drawing
Compression bar steel pipe, the side hole preliminary bracing of the arch 6-, 7- temporary support, 8- arch springing mud jacking steel pipe, 9- abutment wall steel-pipe pile supporting, the side 10-
Wall prestress anchorage cable, 11- bottom girder, the lining of 12- inverted arch two middle section, 13- steel pipe column, 14- top beam, the arch 15- two serve as a contrast middle section,
Stringer in 16-, plate middle section in 17- basement one, the arch 18- two serve as a contrast side section, and 19- inverted arch two serves as a contrast side section, 20- F3/B3 side
Wall, plate in two layers of the underground 21-, two layers of the underground 22- side wall, plate side section in 23- basement one, 24- platform slab internal structure, 25-
Arch springing stringer, the pre-buried mud jacking steel pipe of 26- stringer, 27- side wall anchor pole.
Specific embodiment
The present invention is described further below in conjunction with attached drawing:
A kind of three layers of subway station canopy structure of rocky stratum tunneling, including main body domes, reinforced concrete inverted arch,
Reinforced concrete inverted arch is located at the lower section of main body domes, and underground is equipped between main body domes, reinforced concrete inverted arch
Two layers of side wall 22, F3/ B3 side wall 20,20 top of F3/B3 side wall are connect with two layers of underground, 22 bottom end of side wall, main body arch
Structure includes that arch two serves as a contrast middle section 15, arch two serves as a contrast side section 18, and arch two serves as a contrast side section 18 and is located at the two sides that arch two serves as a contrast middle section 15,
Arch two serve as a contrast side section 18 bottom ends connect with two layers of underground, 22 top of side wall, reinforced concrete inverted arch include inverted arch two lining middle section 12,
Inverted arch two serve as a contrast side section 19, inverted arch two serve as a contrast side section 19 be located at inverted arch two serve as a contrast middle section 12 two sides, inverted arch two serve as a contrast side section 19 top with
The bottom end of F3/B3 side wall 20 connects, and the top that inverted arch two serves as a contrast middle section 12 is set there are two bottom girder 11, and arch two serves as a contrast middle section 15
Bottom set there are two top beam 14, steel pipe column 13 is equipped between top beam 11 and bottom girder 14, steel pipe column 13 is equipped with underground
Plate middle section 17 in one layer, plate 21, middle stringer 16 in two layers of underground, plate middle section 17 in basement one, the equal water of plate 21 in two layers of underground
Flat setting, and in two layers of underground in 21 located underground one layers of plate plate middle section 17 lower section, the two sides in plate middle section 17 in basement one
It is respectively equipped with plate side section 23 in basement one, plate side section 23 is connect with two layers of underground side wall 22 in basement one, in two layers of underground
The both ends of plate 21 are connect with F3/B3 side wall 20, and the bottom surface that arch two serves as a contrast side section 18 is equipped with arch springing stringer 25, arch springing stringer
Be equipped with the pre-buried mud jacking steel pipe 26 of stringer in 25, two layers of underground side wall 22, F3/B3 side wall 20 side be equipped with abutment wall steel-pipe pile
Supporting 9,9 side of abutment wall steel-pipe pile supporting are equipped with abutment wall prestress anchorage cable 10, side wall anchor pole 27, and the abutment wall of the top is answered in advance
The setting of power anchor cable 10 in 9 top junction of arch springing stringer 25 and steel-pipe pile, abutment wall steel-pipe pile supporting 9, abutment wall prestress anchorage cable 10,
Side wall anchor pole 27 is respectively positioned on the lower section of arch springing stringer 25, is equipped with preliminary bracing outside main body domes, outside the preliminary bracing
Face is equipped with advance support 1, and preliminary bracing includes middle part pilot tunnel preliminary bracing 2, arch side hole preliminary bracing 6, arch side hole initial stage
Be provided with longitudinally arranged arch springing mud jacking steel pipe 8 at the two sides arch springing of supporting 6, reinforced concrete inverted arch, two layers of underground side wall 22,
Plate middle section 17 in F3/B3 side wall 20, basement one, plate 21 in two layers of underground, plate side section 23, two rows of steel pipes in basement one
Column 13, main body domes are connected to form a whole formula station secondary liner structure.
The middle part pilot tunnel preliminary bracing uses grid reinforcing bar gunite concrete structure, advanced small along the setting of its outer rim loopful
Conduit or self-advancing type tube shed grouting advance support.
The arch springing stringer 25 is reinforced concrete structure, and internal pre-buried 26 slip casting of mud jacking steel pipe guarantees that stringer bottom is close
It is real.
The outside setting abutment wall steel-pipe pile supporting 9 of two layers of underground side wall 22, F3/B3 side wall 20, abutment wall steel-pipe pile supporting
9 tops anchor into arch springing stringer 25, and lower part insertion depth is more than internal cement injection mortar below structure base slab, steel pipe after excavation
It is closed using gunite concrete between stake and surface.
Main structure two rows center pillar uses steel pipe column 13, and segmentation is connected using ring flange, and internal concrete perfusion is vertical with top
Beam 14, bottom girder 11, plate middle section 17 in basement one, plate 21 is connected and fixed using steel reinforcement cage or welding steel in two layers of underground.
Arch two serves as a contrast middle section 15 and two sides arch two and serves as a contrast 18 connection of side section and form one greatly across domes, and end to the greatest extent is supported in
On arch springing stringer 25, canopy structure is formed together with two rows of steel pipe columns 13.
A kind of three layers of subway station canopy construction method of rocky stratum tunneling, it is characterised in that: the following steps are included:
(1) surveying setting-out go out include top beam 14, bottom girder 11 upper and lower intermediate pilot tunnel contour line, to be excavated
Pilot tunnel preliminary bracing outside left performs advance support 1, carries out pre-grouting strengthening stratum；Upper pilot tunnel advance support uses bracket
32mm ductule, lower pilot tunnel can use advanced tubule or advance anchor bolt according to strata condition；
(2) upper and lower intermediate pilot drive is carried out, span about 10m is excavated, encases twice stringer range, it is vertical after the completion of excavating
Side pilot tunnel arch preliminary bracing 2 is applied in excavated section outer rim, using 250~300mm thickness grid steel frame and gunite concrete
It is formed, while applying the temporary support 3 in the middle part of pilot tunnel, bottom is closed using interim inverted arch gunite concrete, and in upper pilot tunnel
Two sides of the bottom are arranged diameter 32mm and lock 4 slip casting of foot anchor tube to fix preliminary bracing 2 and temporary support 3；Top pilot tunnel uses branch
Excavation method is excavated, and lower pilot tunnel is excavated using benching tunnelling method；When excavating pilot tunnel, upper pilot tunnel is excavated after first excavating lower pilot tunnel；
(3) pilot tunnel applies base plate waterproofing after applying a distance under, retreats the bottom for applying two rows of 13 lower sections of middle standing pillar
Part backplane inverted arch 12 between stringer 11 and column, at the center pillar position of bottom girder cast-in fixing bolt for being connect with steel pipe column,
The outside reserved steel bar connector of bottom girder is connect with two sides inverted arch；
(4) unwrapping wire positions center pillar 13 in upper pilot tunnel, applies middle post holes stake, and hole stake diameter is adopted slightly larger than centre-pillar structure diameter
Use 1200mm；Hole pile driving construction is constructed using human-generated explosives, and rock matter condition can be used retaining wall when poor and be protected；Above and below the stake of hole
Aperture setting reinforced steel bar ring is connect with pilot tunnel grid reinforcing bar；
(5) steel pipe is lifted in pilot tunnel, is connected between steel pipe segmentation using ring flange, between steel pipe column 13 and hole stake pile lining
Gap is closely knit using back-up sand；Segmentation removes middle part pilot tunnel and temporarily erects support 3, removes length and is not more than 6m, applies upwards in upper pilot tunnel
Form concrete in steel pipe column is then laid with waterproof layer, assembling reinforcement, and formwork erection pours top beam 14 and structure intermediate arches section 15,
Reserved steel bar connector；Strut and tie steel pipe 5 is set between top beam, is made of diameter 108mm steel pipe, longitudinal pitch 1.5m；
(6) pilot tunnel continuation is excavated in basement one down at 17 lower section about 1.25m of plate on, performs plate in basement one
Middle section 17 and middle stringer 16；Temporary support connection can be according to circumstances set between two rows of center pillars；
(7) arch two sides are reinforced using diameter 32mm advanced tubule combination self-advancing type pipe canopy and encircles section outer rim stratum, symmetrically
The end bay arch soil body is excavated, using " CRD " step excavation engineering method, is performed at preliminary bracing 6, temporary support 7 and big arch springing reinforcing
Reason, temporary support use I22 fashioned iron combination gunite concrete structure, setting diameter 60mm mud jacking steel pipe 8 at arch springing, to arch springing into
Row grouting and reinforcing, just branch welded reinforcement is connected arch springing with arch springing stringer.Two sides arch springing sets diameter 219mm, wall thickness 8mm steel respectively
Tubular pole supporting construction 9, longitudinal pitch 800mm, steel-pipe pile is respectively embedded into arch springing stringer and rock stratum 1.2m and 2.5m below bottom plate,
And ensure that steel pipe pile verticality is met the requirements；
(8) arch springing void slag is cleared up, arch springing stringer 25 is applied, 26 mud jacking of embedded steel tube carries out the surrounding rock consolidation of stringer bottom, beats
If first of arch springing stringer anchor cable 10.Temporary support 7 is removed in segmentation, is laid with waterproof layer assembling reinforcement, and mould builds station arch two sides
Arch 18 concrete of section connect the integral formation canopy structure with center pillar with intermediate arches section 15, form concrete be segmented along longitudinal direction into
Row, when construction, should remove every time length according to monitoring measurement strict control temporary support, and general every segment length is not more than 6m；Temporarily
Supporting should apply a ring and remove a ring when removing, another ring remove Ying Mo building structure reach 70% or more design strength can be into
Row；
(9) kerve excavates station lower layer rock mass, pays attention to reinforcing the protection to abutment wall and arch springing stringer 25, not small close to abutment wall
In Mining in Rock Mass photoface exploision or non-explosive excavation within the scope of 1.5m.It is layered and applies abutment wall supporting when excavating, including multiple tracks is pre-
Stress anchor cable 10, side wall anchor pole 27 and gunite concrete closing, layer height are no more than 2.0m.According to the step continue layering to
At lower excavation rock mass to structure base slab absolute altitude, existing centre-pillar structure enclose in work progress and covers protection；
(10) inverted arch two sides are applied across blinding concrete, then in inverted arch concrete cushion and side wall after being excavated to substrate
It is laid with one layer of inverted arch and side wall waterproof layer on the inner surface of preliminary bracing, pours one layer in the upper surface of inverted arch waterproof layer later and mixes
It coagulates soil and forms the lining of inverted arch two 19；
(11) it is laid with side wall waterproof layer upwards, the anchor head of opposite side joist anchor rope is handled, and is then poured on two lining inverted arch 19
It builds concrete and forms plate 21 and middle stringer 16 in two layers of top side wall 20 and underground；
(12) it continues up and is laid with side wall waterproof layer, two lining formwork jumbos of setting on plate, pour underground in two layers of underground
Plate remainder 23 in two layers of sidewall structure 22 and basement one, it is integral with the lining connection of arch two；
(13) lower tracks and platform slab structure 24 are performed, three layers of subway station canopy structure of tunneling can be completed.
Structure of the invention and engineering method are with being suitable for three layers of subway station canopy structure of rocky stratum tunneling and other ultra-large types
The construction of down space structure, strict control excavation height is answered in construction, and weak blast reinforces Vault settlement and abutment wall horizontal distortion prison
It surveys.
1 embodiment of the invention is described in detail above, but the content is only preferable implementation of the invention
Example, should not be considered as limiting the scope of the invention.It is all according to all the changes and improvements made by the present patent application range
Deng should still be within the scope of the patent of the present invention.
Claims (6)
1. a kind of construction method of three layers of subway station canopy of rocky stratum tunneling, including main body domes, armored concrete
Inverted arch, the reinforced concrete inverted arch are located at the lower section of main body domes, the main body domes, reinforced concrete inverted arch
Between be equipped with two layers of underground side wall, F3/B3 side wall, F3/B3 side wall top connect with two layers of underground side wall bottom end,
The main body domes include that arch two serves as a contrast middle section, arch two serves as a contrast side section, and connection forms smoother single arch structure, the arch two
It serves as a contrast side section and is located at the two sides that arch two serves as a contrast middle section, the arch two serves as a contrast side section bottom end and connect with two layers of underground side wall top, described
Reinforced concrete inverted arch includes that inverted arch two serves as a contrast middle section, inverted arch two serves as a contrast side section, and the lining of inverted arch two side section is located at inverted arch two and serves as a contrast middle section
Two sides, the top that the inverted arch two serves as a contrast side section connect with the bottom end of F3/B3 side wall, the top in the lining of inverted arch two middle section
If the bottom that the arch two serves as a contrast middle section sets that there are two top beams there are two bottom girder, set between the top beam and bottom girder
There is a steel pipe column, the steel pipe column is equipped with plate middle section in basement one, plate in two layers of underground, plate middle section in the basement one,
Plate is horizontally disposed in two layers of underground, and in two layers of underground in one layer located underground of plate plate middle section lower section, the basement one
The two sides in middle plate middle section are respectively equipped with plate side section in basement one, and plate side section connects with two layers of underground side wall in the basement one
It connects, the both ends of plate are connect with F3/B3 side wall in two layers of the underground, and the bottom surface that the arch two serves as a contrast side section is equipped with arch springing
Stringer, is equipped with the pre-buried mud jacking steel pipe of stringer in the arch springing stringer, two layers of underground side wall, F3/B3 side wall side set
There is abutment wall steel-pipe pile supporting, the abutment wall steel-pipe pile supporting side is equipped with abutment wall prestress anchorage cable, side wall anchor pole, and the abutment wall is pre-
The first layer of stress anchor cable is arranged at the top of arch springing stringer and steel-pipe pile junction, the abutment wall steel-pipe pile supporting, abutment wall and answers in advance
Power anchor cable, side wall anchor pole are respectively positioned on the lower section of arch springing stringer, are equipped with just outside the main body domes, reinforced concrete inverted arch
Phase supporting, the preliminary bracing outside are equipped with advance support, and preliminary bracing includes middle part pilot tunnel preliminary bracing, arch side hole initial stage
Supporting, the middle part pilot tunnel are divided into two up and down, and internal stringer and steel pipe column form canopy support system；At the beginning of the hole of the arch side
Longitudinally arranged arch springing mud jacking steel pipe, the reinforced concrete inverted arch, two layers of underground side are provided at the two sides arch springing of phase supporting
Wall, F3/B3 side wall, plate middle section in basement one, plate in two layers of underground, plate side section, two rows of steel pipe columns, master in basement one
Body domes are connected to form a whole formula station secondary liner structure, which is characterized in that it is comprised the steps of:
(1) surveying setting-out go out include top beam, bottom girder upper and lower middle part pilot tunnel contour line, at pilot tunnel initial stage to be excavated
Supporting outside left performs advance support, carries out pre-grouting strengthening stratum；
(2) upper and lower middle part pilot drive is carried out, applies side pilot tunnel arch initial stage branch in excavated section outer rim immediately after the completion of excavating
Shield, is formed, while applying the temporary support in the middle part of pilot tunnel using grid steel frame and gunite concrete, and bottom uses interim inverted arch
Gunite concrete closing, and lock foot anchoring stock or lock foot anchor tube slip casting are set to fix preliminary bracing and face in upper pilot tunnel two sides of the bottom
When support；Top pilot tunnel is excavated using partial excavation method, and lower pilot tunnel is excavated using benching tunnelling method；When excavating pilot tunnel, under first excavating
Upper pilot tunnel is excavated after pilot tunnel；
(3) pilot tunnel, which applies, under applies base plate waterproofing after a distance, retreat apply bottom girder below two rows of middle standing pillars and
Part backplane inverted arch between column, cast-in fixing bolt with steel pipe column for connecting at the center pillar position of bottom girder；
(4) unwrapping wire positions center pillar in upper pilot tunnel, applies middle post holes stake, and hole stake diameter is slightly larger than centre-pillar structure diameter；Hole stake
Upper and lower aperture setting reinforced steel bar ring is connect with pilot tunnel grid reinforcing bar；
(5) steel pipe is lifted in pilot tunnel, gap is closely knit using back-up sand between steel pipe column and hole stake；Segmentation is removed upper pilot tunnel and is temporarily erected
It supports, applies form concrete in steel pipe column upwards in upper pilot tunnel, be laid with waterproof layer, assembling reinforcement thereafter, formwork erection pours top beam
With structure intermediate arches section, reserved steel bar connector；Strut and tie is set between top beam；
(6) pilot tunnel continuation is excavated in basement one down below plate on, perform in basement one the middle section of plate and in indulge
Beam；
(7) arch two sides are reinforced using advanced tubule combination self-advancing type pipe canopy and encircles section outer rim stratum, it is symmetrical to excavate end bay arch
The soil body performs preliminary bracing, temporary support and big arch springing consolidation process, arch springing just branch welding using " CRD " step excavation engineering method
Reinforcing bar is connected with bottom girder, and two sides arch springing sets diameter 219mm steel-pipe pile supporting construction respectively, and it is vertical that steel-pipe pile is respectively embedded into arch springing
In beam and rock stratum below bottom plate, and ensure that steel pipe pile verticality is met the requirements；
(8) arch springing void slag is cleared up, arch springing stringer is applied, embedded steel tube mud jacking carries out the surrounding rock consolidation of stringer bottom, sets first
Arch springing stringer anchor cable, segmentation remove temporary support, be laid with waterproof layer assembling reinforcement, mould build station arch two sides arch section concrete with
The connection of intermediate arches section is integral to form canopy structure with center pillar, and when construction should be each according to monitoring measurement strict control temporary support
Remove length；
(9) kerve excavates station lower layer rock mass, pays attention to reinforcing the protection to abutment wall and arch springing stringer, layering applies side when excavating
Wall supporting, including prestress anchorage cable, side wall anchor pole and gunite concrete closing, continue to be layered and excavate rock mass downwards according to the step
To structure base slab absolute altitude, the protection of centering rod structure is paid attention to；
(10) inverted arch two sides are applied across blinding concrete, then in inverted arch concrete cushion and side wall initial stage after being excavated to substrate
It is laid with one layer of inverted arch and side wall waterproof layer on the inner surface of supporting, pours a layer concrete in the upper surface of inverted arch waterproof layer later
And form the lining of inverted arch two；
(11) it is laid with side wall waterproof layer upwards, then casting concrete is formed in two layers of top side wall and underground on two lining inverted arch
Plate and middle stringer；
(12) it continues up and is laid with side wall waterproof layer, two lining formwork jumbos of setting on plate, pour two layers of underground in two layers of underground
Plate remainder in sidewall structure and basement one, it is integral with the lining connection of arch two；
(13) lower tracks and platform slab structure are performed, three layers of subway station canopy structure of tunneling can be completed.
2. a kind of construction method of three layers of subway station canopy of rocky stratum tunneling according to claim 1, feature exist
In: the middle part pilot tunnel preliminary bracing uses grid reinforcing bar gunite concrete structure, and advanced tubule is arranged along its outer rim loopful
Or self-advancing type tube shed grouting advance support.
3. a kind of construction method of three layers of subway station canopy of rocky stratum tunneling according to claim 1, feature exist
In: the arch springing stringer is reinforced concrete structure, and the pre-buried mud jacking steel pipe slip casting in inside guarantees that stringer bottom is closely knit.
4. a kind of construction method of three layers of subway station canopy of rocky stratum tunneling according to claim 1, feature exist
The supporting of abutment wall steel-pipe pile is set in the outside of: two layers of underground side wall, F3/B3 side wall, in the abutment wall steel-pipe pile supporting
Portion anchors into arch springing stringer, and lower part insertion depth is more than internal cement injection mortar below structure base slab, after excavation between steel-pipe pile and
It is closed using gunite concrete on surface.
5. a kind of construction method of three layers of subway station canopy of rocky stratum tunneling according to claim 1, feature exist
In: main structure two rows center pillar uses steel pipe column, and segmentation is connected using ring flange, internal concrete perfusion, vertical with top beam, bottom
Plate middle section in beam, basement one, plate is connected and fixed using steel reinforcement cage or welding steel in two layers of underground.
6. a kind of construction method of three layers of subway station canopy of rocky stratum tunneling according to claim 1, feature exist
In: the arch two serves as a contrast middle section and two sides arch two and serves as a contrast side section connection and form one greatly across domes, and end to the greatest extent is supported in arch springing
On stringer, canopy structure is formed together with two rows of steel pipe columns.
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