CN106337686A - Rock stratum underground excavation three-story subway station umbrella cover structure and construction method thereof - Google Patents
Rock stratum underground excavation three-story subway station umbrella cover structure and construction method thereof Download PDFInfo
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- CN106337686A CN106337686A CN201510407605.7A CN201510407605A CN106337686A CN 106337686 A CN106337686 A CN 106337686A CN 201510407605 A CN201510407605 A CN 201510407605A CN 106337686 A CN106337686 A CN 106337686A
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Abstract
The invention belongs to the technical field of design and construction of tunnel and underground engineering and especially relates to a rock stratum underground excavation three-story subway station umbrella cover structure and a construction method thereof. The structure comprises a main arc structure and a reinforced concrete inverted arch. an underground two-story side wall and an underground three-story side wall are installed between the main arc structure and the reinforced concrete inverted arch. The main arc structure comprises an arch portion second lining middle segment and arch portion second lining side segments; the arch portion second lining side segments are positioned at two sides of the arch portion second lining middle segment; the reinforced concrete inverted arch comprises an inverted arch second lining middle segment and inverted arch second lining side segments; the top of the inverted arch second lining middle segment is provided with two bottom girders; the bottom of the arch portion second lining middle segment is provided with two top girders; steel-pipe columns are installed between the top girders and the bottom girders. The structure and the method of the invention is suitable for supporting structure and construction of weak rock stratum dug three-story subway station and large sections of underground space; the structure has good stability and increased 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 three layers of subway station canopy structure of rocky stratum tunneling and construction method.
Background technology
Since entering 21 century, urban rail transit in China has stepped into fast-developing period, and as the important component part in urban transportation, its operational network also gradually forms for track traffic.In circuit process of construction, run into increasing transfer station and hinge, the impact that the transfer manner of track traffic is runed to Rail Transit System with interchange efficiency is further obvious.
The construction of sub-interchange, changes to, outside slave station, interior transfer of arriving at a station, currently develops towards the direction of synthesization (multiple vehicles transfer), facilitation.Change in the station of early stage, not only complex structure, and change to inconvenience, countries in the world are in the construction of sub-interchange now, all strive making the passenger flows that count too much absolutely on two transfer circuits to cross platform and can change to, shorten transfer distance to greatest extent, this mode of parallel station has been applied in Stockholm sub-interchange and Paris German side this and the subway construction in Hong Kong, and two-wire generally requires three layers of station of construction using parallel station mode.
When the environmental condition such as traffic above-ground and pipeline does not allow using open cut it is necessary to be implemented using subsurface excavation method, three layers of transfer station of tunneling typically excavate span and reach 24m, excavation height reaches 26m, so large-scale Shallow Covered Metro Station is there is not yet similar engineering example.Large section tunnel typically adopts the construction methods such as crd method, two side-wall pilot tunnel, middle hole method, side hole method and cavern-pile method at present, and the excavation width of such as Great Britain and France's chunnel crotch section reaches 21.2m, and excavation height reaches 15.4m；Second cloth of Japan draws tunnel, is that (cross-section amasss 59m from 2 tracks in bifurcated section2) (maximum excavation width 24m, excavated section amasss 240m to change to the section in 3～4 tracks2), all constructed using two side-wall pilot tunnel.The domestic tunneling subway station built such as Beijing Metro Xuanwumen station, Chongwenmen station, Huang Zhuanzhan, Shenyang Metro Middle St station etc. are all double-deck stations, and are all to build in Quaternary Strata, and the cavern-pile method of employing 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, and the selection of station structure pattern and construction method is just particularly important.The process of the supporting of station arch, the formation of pillar construction and high straight flange wall is exactly emphasis and difficult point position in engineering construction, mishandling is easy to cause the engineering accidents such as landslide, unstability.Crd method and two side-wall pilot tunnel apply in general to medium-sized tunneling section；Side hole method is synchronously constructed for two side pilot tunnels, then applies middle drift, and middle column system is set up later, and the high structural stability of profile height is poor, and ground deformation is maximum；Middle hole method is first constructed for middle drift it is established that beam, post support system, then applies side pilot tunnel, the shortcoming of this engineering method is that piecemeal is more, and middle drift forms rear side pilot drive and easily forms imbalance thrust force, and blast working affects too big on temporary support；Cavern-pile method controls deformability stronger, but needs to arrange multiple pilot tunnels and apply skirt piles structure, and abandoned project amount is big, and in pilot tunnel, space is little, and construction environment is severe, and cavern-pile method generally requires reverse hierarchical and makees, and greatly reduces construction efficiency.
To sum up, above-mentioned traditional construction method is primarily adapted for use in Quaternary Strata, using the construction of cyclization hand digging step by step.Need to take blasting construction method in rocky stratum, excessive piecemeal and substantial amounts of be temporarily supported above under blasting condition very unfavorable in some instances it may even be possible to because temporary support lost efficacy causes unacceptable Important Project accident.Therefore, in structural shape and the scheme choice at three layers of station of rocky stratum tunneling, should base oneself upon guarantee safety under conditions of it is considered to the place of rocky stratum, be selected to realize mechanization construction method rapidly and efficiently.
Content of the invention
The present invention combines the mechanics feature of shallow embedding super large superelevation section and supporting mechanism in lithostratigraphy and upper-soft lower-hard ground, ensure under the complex environment of city being capable of effective control stratum deformation and Stability Analysis of Structures simultaneously, reduce blast working impact and improve efficiency of construction, propose a kind of three layers of subway station canopy structure of rocky stratum tunneling and construction method, realize the construction that big machinery carries out three layers of subway station large section tunnel of rocky stratum tunneling.
Technical problem solved by the invention employs the following technical solutions to realize:
A kind of three layers of subway station canopy structure of rocky stratum tunneling，It is characterized in that: include main body domes、Reinforced concrete inverted arch，Described reinforced concrete inverted arch is located at the lower section of main body domes，Described main body domes、It is provided with two layers of underground side wall between reinforced concrete inverted arch、F3/B3 side wall，Described F3/B3 side wall top is connected with two layers of underground side wall bottom，Described main body domes include arch two lining stage casing、Arch two lining side section，Described arch two serves as a contrast side section and is located at the both sides that arch two serves as a contrast stage casing，Described arch two lining side section bottom is connected with two layers of underground side wall top，Described reinforced concrete inverted arch includes inverted arch two lining stage casing、Inverted arch two lining side section，Described inverted arch two serves as a contrast side section and is located at the both sides that inverted arch two serves as a contrast stage casing，The top that described inverted arch two serves as a contrast side section is connected with the bottom of F3/B3 side wall，The top that described inverted arch two serves as a contrast stage casing is provided with two bottom girders，The bottom that described arch two serves as a contrast stage casing is provided with two top longerons，It is provided with steel pipe column between described top longeron and bottom girder，Described steel pipe column is provided with plate stage casing in B1、Plate in two layers of underground，Plate stage casing in described B1、In two layers of underground, plate is all horizontally disposed with，And in one layer located underground of plate in two layers of underground plate stage casing lower section，In described B1, plate stage casing is respectively provided on two sides with plate side section in B1，In described B1, plate side section is connected with two layers of underground side wall，In two layers of described underground, the two ends of plate are connected with F3/B3 side wall，The bottom surface that described arch two serves as a contrast side section is provided with arch springing longeron，It is provided with longeron pre-buried mud jacking steel pipe in described arch springing longeron，The two layers of side wall in described underground、The side of F3/B3 side wall is provided with abutment wall steel-pipe pile supporting，Described abutment wall steel-pipe pile supporting side is provided with abutment wall prestress anchorage cable、Side wall anchor pole，The abutment wall prestress anchorage cable of described the top is arranged on arch springing longeron and steel-pipe pile top junction，Described abutment wall steel-pipe pile supporting、Abutment wall prestress anchorage cable、Side wall anchor pole is respectively positioned on the lower section of arch springing longeron，It is provided with preliminary bracing outside described main body domes，It is provided with advance support outside described preliminary bracing，Preliminary bracing includes middle part pilot tunnel preliminary bracing、The hole preliminary bracing of arch side，It is provided with the arch springing mud jacking steel pipe being longitudinally arranged at the both sides arch springing of described arch side hole preliminary bracing，.
The pilot tunnel preliminary bracing of described middle part adopts grid reinforcing bar gunite concrete structure, arranges advanced tubule or self-advancing type tube shed grouting advance support along its outer rim loopful.
Described arch springing longeron is reinforced concrete structure, and described inside pre-buried mud jacking steel pipe slip casting guarantee longeron bottom is closely knit.
The two layers of side wall in described underground, the outside setting abutment wall steel-pipe pile supporting of F3/B3 side wall, described abutment wall steel-pipe pile supporting top anchors into arch springing longeron, bottom insertion depth exceedes below structure base slab, internal cement injection mortar, and after excavation, between steel-pipe pile and surface adopts gunite concrete to close.
Agent structure two row's center pillar adopts steel pipe column, and segmentation adopts ring flange to connect, internal concrete perfusion, is connected using steel reinforcement cage or welding steel with plate in top longeron, bottom girder, plate stage casing in B1, two layers of underground.
Described arch two lining stage casing and both sides arch two lining side section connect formation one greatly across domes, and end to the greatest extent is supported on arch springing longeron, forms canopy structure together with two row's steel pipe columns.
A kind of three layers of subway station canopy construction method of rocky stratum tunneling it is characterised in that: comprise the following steps:
(1) surveying setting-out goes out to comprise to push up longeron, the contour line of the upper and lower middle pilot tunnel of bottom girder, performs advance support in pilot tunnel preliminary bracing outside left to be excavated, carries out pre-grouting strengthening stratum；
(2) carry out upper and lower middle pilot drive, side pilot tunnel arch preliminary bracing is applied in excavated section outer rim immediately after the completion of excavation, formed using grid steel frame and gunite concrete, apply the temporary support in the middle part of pilot tunnel simultaneously, bottom adopts interim inverted arch gunite concrete closing, and arranges lock foot anchoring stock or lock foot anchor tube slip casting to fix preliminary bracing and temporary support in upper pilot tunnel two bottom sides；Top pilot tunnel adopts partial excavation method to excavate, and lower pilot tunnel adopts benching tunnelling method to excavate；When excavating pilot tunnel, after first excavating lower pilot tunnel, excavate upper pilot tunnel；
(3) under, pilot tunnel applies base plate waterproofing after applying a segment distance, retreats the part backplane inverted arch between bottom girder and the column applying below two row's middle standing pillars, and at the center pillar position of bottom girder, cast-in fixing bolt is used for being connected with steel pipe column；
(4) unwrapping wire positioning center pillar in upper pilot tunnel, applies middle post holes stake, stake diameter in hole is slightly larger than centre-pillar structure diameter；The setting of aperture up and down reinforced steel bar ring and the pilot tunnel grid bar connecting of hole stake；
(5) upper pilot tunnel infantile tic steel loading pipe, between steel pipe column and hole stake, space adopts back-up sand closely knit；Segmentation is removed upper pilot tunnel and is erected support temporarily, applies form concrete in steel pipe column in upper pilot tunnel upwards, thereafter laying waterproof layer, assembling reinforcement, and formwork erection pours top longeron and structure intermediate arches section, reserved steel bar joint；Between the longeron of top, strut and tie is set；
(6) upper pilot tunnel continues down to be excavated to below plate in B1, performs the mid portion of plate and middle longeron in B1；
(7) adopt advanced tubule to combine self-advancing type pipe canopy and reinforce arch both sides arch section outer rim stratum, the symmetrical excavation end bay arch soil body, using " crd " step excavation engineering method, perform a welded reinforcement at the beginning of preliminary bracing, temporary support and big arch springing consolidation process, arch springing and be connected with bottom girder.Both sides arch springing sets diameter 219mm steel-pipe pile supporting construction respectively, and steel-pipe pile is respectively embedded in arch springing longeron and rock stratum below base plate, and guarantees that steel pipe pile verticality meets requirement；
(8) cleaning arch springing void slag, apply arch springing longeron, embedded steel tube mud jacking carries out the surrounding rock consolidation of longeron bottom, set first arch springing longeron anchor cable, temporary support is removed in segmentation, laying waterproof layer assembling reinforcement, mould is built station arch both sides arch section concrete and is connected integral and center pillar formation canopy structure with intermediate arches section, should strictly control temporary support to remove length every time according to monitoring measurement during construction；
(9) kerve excavates station lower floor rock mass; note strengthening the protection to abutment wall and arch springing longeron; layering applies abutment wall supporting in excavation; including the closing of prestress anchorage cable, side wall anchor pole and gunite concrete; continue layering according to this step and excavate downwards rock mass to structure base slab absolute altitude, note the protection of centering rod structure；
(10) apply inverted arch both sides end bay blinding concrete after being excavated to substrate, then one layer of inverted arch and side wall waterproof layer are laid on the inner surface of inverted arch concrete cushion and side wall preliminary bracing, the upper surface in inverted arch waterproof layer pours a layer concrete and forms inverted arch two lining afterwards；
(11) lay side wall waterproof layer upwards, then casting concrete forms plate and middle longeron in top side wall and two layers of underground on two lining inverted arch；
(12) continue up laying side wall waterproof layer, on plate in two layers of underground, setting two lining formwork jumbos, pour plate remainder in two layers of underground sidewall structure and B1, be connected with arch two lining integral；
(13) lower tracks and platform slab structure are performed, you can complete three layers of subway station canopy structure of tunneling.
The invention has the benefit that
1st, three layers of subway station canopy structure of the rocky stratum tunneling of the present invention and construction method, it is possible to achieve the large section at three layers of station of weak surrounding rock tunneling and other greatly across the underground space with superelevation, reasonable in design, good stability are it is ensured that construction safety；
2nd, structural support system is simple, and preliminary bracing dismounting amount is little, and pilot tunnel abandoned project amount is few；
3rd, after center pillar and arch two lining canopy structure are formed, structure safety and stability and control stratum deformation ability strong, construction period is provided that open working space ensures bottom convenient and quick construction, greatly improves efficiency of construction；
4th, arch adopts smoother domes, does not have double-arch structure V-shaped node, structurally waterproof quality is good；
5th, abutment wall adopts steel pipe column to combine prestressed anchor Cable Structure, does not have any temporary support, is easy to construction and no removes support operating mode, high side wall structure construction safety is effectively ensured；
6th, engineering method process is simple, easy to operate, well controls stratum deformation, and can realize big machinery for the construction of whole construction of underground structure and be turned into industry providing condition, improves work efficiency, saves construction costs；
7, the invention provides the supporting construction form in a kind of shallow embedding or weak three layers of subway station of rocky stratum tunneling or Large Underground space, the combination application of the multinomial technology of construction method and innovation, structure stress is reasonable, construction procedure is simple and progress of implementation is fast, solve weak rocks quality floor height abutment wall cavern stability poor, traditional steelframe and temporary support structures form are complicated, construction efficiency and environmental condition are poor, in digging process, stratum deformation is larger, construction safety risk is big and many difficult problems such as construction organization inconvenience, preferably expand the application space of underground extra space hidden digging structure and construction technology.
Brief description
Fig. 1 is three layers of subway station canopy structural representation of tunneling of the present invention；
Fig. 2 is the construction schematic diagram of middle part pilot tunnel up and down 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 B1 side hole excavation supporting in the present invention；
Fig. 5 is lining construction schematic diagram in arch two in the present invention；
Fig. 6 is lower floor's excavation supporting construction schematic diagram in the present invention；
Fig. 7 is F3/B3 two lining structure construction schematic diagram in the present invention；
Fig. 8 completes schematic diagram for three layers of subway station canopy structure construction of rocky stratum tunneling of the present invention.
In figure, 1- advance support, pilot tunnel preliminary bracing in the middle part of 2-, in the middle part of 3-, pilot tunnel erects support temporarily, 4- locks foot anchor tube, 5- strut and tie steel pipe, the side hole preliminary bracing of 6- arch, 7- temporary support, 8- arch springing mud jacking steel pipe, 9- abutment wall steel-pipe pile supporting, 10- abutment wall prestress anchorage cable, 11- bottom girder, 12- inverted arch two serves as a contrast stage casing, 13- steel pipe column, 14- pushes up longeron, 15- arch two serves as a contrast stage casing, longeron in 16-, plate stage casing in 17- B1, 18- arch two lining side section, 19- inverted arch two lining side section, 20- F3/B3 side wall, plate in two layers of 21- underground, two layers of 22- underground side wall, plate side section in 23- B1, 24- platform slab internal structure, 25- arch springing longeron, 26- longeron pre-buried mud jacking steel pipe, 27- side wall anchor pole.
Specific embodiment
Below in conjunction with accompanying drawing, the present invention is described further:
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，Main body domes、It is provided with two layers of underground side wall 22 between reinforced concrete inverted arch、F3/B3 side wall 20，F3/B3 side wall 20 top is connected with two layers of underground side wall 22 bottom，Main body domes include arch two lining stage casing 15、Arch two lining side section 18，Arch two serves as a contrast side section 18 and is located at the both sides that arch two serves as a contrast stage casing 15，Arch two lining side section 18 bottom is connected with two layers of underground side wall 22 top，Reinforced concrete inverted arch includes inverted arch two lining stage casing 12、Inverted arch two lining side section 19，Inverted arch two serves as a contrast side section 19 and is located at the both sides that inverted arch two serves as a contrast stage casing 12，The top that inverted arch two serves as a contrast side section 19 is connected with the bottom of F3/B3 side wall 20，The top that inverted arch two serves as a contrast stage casing 12 is provided with two bottom girders 11，The bottom that arch two serves as a contrast stage casing 15 is provided with two top longerons 14，It is provided with steel pipe column 13 between top longeron 11 and bottom girder 14，Steel pipe column 13 is provided with plate stage casing 17 in B1、Plate 21 in two layers of underground、Middle longeron 16，Plate stage casing 17 in B1、In two layers of underground, plate 21 is all horizontally disposed with，And in one layer located underground of plate 21 in two layers of underground plate stage casing 17 lower section，In B1, plate stage casing 17 is respectively provided on two sides with plate side section 23 in B1，In B1, plate side section 23 is connected with two layers of underground side wall 22，In two layers of underground, the two ends of plate 21 are connected with F3/B3 side wall 20，The bottom surface that arch two serves as a contrast side section 18 is provided with arch springing longeron 25，It is provided with longeron pre-buried mud jacking steel pipe 26 in arch springing longeron 25，Two layers of underground side wall 22、The side of F3/B3 side wall 20 is provided with abutment wall steel-pipe pile supporting 9，Abutment wall steel-pipe pile supporting 9 side is provided with abutment wall prestress anchorage cable 10、Side wall anchor pole 27，The abutment wall prestress anchorage cable 10 of described the top is arranged on arch springing longeron 25 and steel-pipe pile 9 top junction，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 longeron 25，It is provided with preliminary bracing outside main body domes，It is provided with advance support 1 outside described preliminary bracing，Preliminary bracing includes middle part pilot tunnel preliminary bracing 2、Arch side hole preliminary bracing 6，It is provided with the arch springing mud jacking steel pipe 8 being longitudinally arranged at the both sides arch springing of arch side hole preliminary bracing 6，Reinforced concrete inverted arch、Two layers of underground side wall 22、F3/B3 side wall 20、Plate stage casing 17 in B1、Plate 21 in two layers of underground、Plate side section 23 in B1、Two row's steel pipe columns 13、Main body domes connect one monoblock type station secondary liner structure of formation.
The pilot tunnel preliminary bracing of described middle part adopts grid reinforcing bar gunite concrete structure, arranges advanced tubule or self-advancing type tube shed grouting advance support along its outer rim loopful.
Described arch springing longeron 25 is reinforced concrete structure, and internal pre-buried mud jacking steel pipe 26 slip casting ensures that longeron bottom is closely knit.
Two layers of underground side wall 22, the outside setting abutment wall steel-pipe pile supporting 9 of F3/B3 side wall 20, abutment wall steel-pipe pile supporting 9 top anchors into arch springing longeron 25, bottom insertion depth exceedes below structure base slab, internal cement injection mortar, and after excavation, between steel-pipe pile and surface adopts gunite concrete to close.
Agent structure two row's center pillar adopts steel pipe column 13, and segmentation adopts ring flange to connect, internal concrete perfusion, is connected using steel reinforcement cage or welding steel with plate 21 in top longeron 14, bottom girder 11, plate stage casing 17 in B1, two layers of underground.
Arch two lining stage casing 15 and both sides arch two lining side section 18 connect formation one greatly across domes, and end to the greatest extent is supported on arch springing longeron 25, forms canopy structure together with two row's steel pipe columns 13.
A kind of three layers of subway station canopy construction method of rocky stratum tunneling it is characterised in that: comprise the following steps:
(1) surveying setting-out goes out to comprise to push up longeron 14, the contour line of the upper and lower middle pilot tunnel of bottom girder 11, performs advance support 1 in pilot tunnel preliminary bracing outside left to be excavated, carries out pre-grouting strengthening stratum；Upper pilot tunnel advance support adopts support 32mm ductule, and lower pilot tunnel can adopt advanced tubule or advance anchor bolt according to strata condition；
(2) carry out upper and lower middle pilot drive, excavate span about 10m, encase twice longeron scope, side pilot tunnel arch preliminary bracing 2 is applied in excavated section outer rim immediately after the completion of excavation, formed using 250～300mm thickness grid steel frame and gunite concrete, apply the temporary support 3 in the middle part of pilot tunnel, bottom adopts interim inverted arch gunite concrete closing simultaneously, and in setting diameter 32mm lock foot anchor tube 4 slip casting of upper pilot tunnel two bottom sides to fix preliminary bracing 2 and temporary support 3；Top pilot tunnel adopts partial excavation method to excavate, and lower pilot tunnel adopts benching tunnelling method to excavate；When excavating pilot tunnel, after first excavating lower pilot tunnel, excavate upper pilot tunnel；
(3) under, pilot tunnel applies base plate waterproofing after applying a segment distance, retreat the part backplane inverted arch 12 between the bottom girder 11 applying two row's middle standing pillar 13 lower section and column, at the center pillar position of bottom girder, cast-in fixing bolt is used for being connected with steel pipe column, and the outside reserved steel bar connector of bottom girder is connected with both sides inverted arch；
(4) unwrapping wire positioning center pillar 13 in upper pilot tunnel, applies middle post holes stake, stake diameter in hole adopts 1200mm slightly larger than centre-pillar structure diameter；Hole pile driving construction adopts human-generated explosives to construct, and can be protected using retaining wall when rock matter condition is poor；The setting of aperture up and down reinforced steel bar ring and the pilot tunnel grid bar connecting of hole stake；
(5) upper pilot tunnel infantile tic steel loading pipe, adopts ring flange to connect, between steel pipe column 13 and hole stake pile lining, space adopts back-up sand closely knit between steel pipe segmentation；Segmentation is removed middle part pilot tunnel and is erected support 3 temporarily, removes length and is not more than 6m, applies form concrete in steel pipe column in upper pilot tunnel upwards, then laying waterproof layer, assembling reinforcement, and formwork erection pours top longeron 14 and structure intermediate arches section 15, reserved steel bar joint；Between the longeron of top, strut and tie steel pipe 5 is set, is made using diameter 108mm steel pipe, longitudinal pitch 1.5m；
(6) upper pilot tunnel continues down to be excavated at about 1.25m below plate 17 in B1, performs mid portion 17 and the middle longeron 16 of plate in B1；In two rows, intercolumniation can according to circumstances arrange temporary support and connect；
(7) adopt diameter 32mm advanced tubule to combine self-advancing type pipe canopy and reinforce arch both sides arch section outer rim stratum, the symmetrical excavation end bay arch soil body, using " crd " step excavation engineering method, perform preliminary bracing 6, temporary support 7 and big arch springing consolidation process, temporary support adopts i22 shaped steel to combine gunite concrete structure, at arch springing, diameter 60mm mud jacking steel pipe 8 is set, arch springing is carried out with a welded reinforcement at the beginning of grouting and reinforcing, arch springing and is connected with arch springing longeron.Both sides arch springing sets diameter 219mm, wall thickness 8mm steel-pipe pile supporting construction 9, longitudinal pitch 800mm respectively, and steel-pipe pile is respectively embedded in arch springing longeron and rock stratum 1.2m and 2.5m below base plate, and guarantees that steel pipe pile verticality meets requirement；
(8) cleaning arch springing void slag, applies arch springing longeron 25, embedded steel tube 26 mud jacking carries out the surrounding rock consolidation of longeron bottom, sets first arch springing longeron anchor cable 10.Temporary support 7 is removed in segmentation, laying waterproof layer assembling reinforcement, mould is built station arch both sides arch section 18 concrete and is connected integral and center pillar formation canopy structure with intermediate arches section 15, form concrete is carried out along longitudinal divisionses, temporary support should be strictly controlled to remove length every time according to monitoring measurement during construction, typically every segment length is not more than 6m；Gib should apply a ring and remove a ring when removing, another ring dismounting should reach design strength more than 70% in mould building structure and can carry out；
(9) kerve excavates station lower floor rock mass, notes strengthening the protection to abutment wall and arch springing longeron 25, is not less than Mining in Rock Mass photoface exploision or non-explosive excavation in the range of 1.5m near abutment wall.Layering applies abutment wall supporting in excavation, and including the closing of multiple tracks prestress anchorage cable 10, side wall anchor pole 27 and gunite concrete, layer height is less than 2.0m.Continue layering according to this step and excavate downwards rock mass to structure base slab absolute altitude, in work progress, existing centre-pillar structure is carried out enclosing covering protection；
(10) apply inverted arch both sides end bay blinding concrete after being excavated to substrate, then one layer of inverted arch and side wall waterproof layer are laid on the inner surface of inverted arch concrete cushion and side wall preliminary bracing, the upper surface in inverted arch waterproof layer pours a layer concrete and forms inverted arch two lining 19 afterwards；
(11) lay side wall waterproof layer upwards, the anchor head of opposite side joist anchor rope is processed, then casting concrete forms plate 21 and middle longeron 16 in top side wall 20 and two layers of underground on two lining inverted arch 19；
(12) continue up laying side wall waterproof layer, on plate in two layers of underground, setting two lining formwork jumbos, pour plate remainder 23 in two layers of underground sidewall structure 22 and B1, be connected with arch two lining integral；
(13) lower tracks and platform slab structure 24 are performed, you can complete three layers of subway station canopy structure of tunneling.
Present configuration and engineering method are applied to the construction of three layers of subway station canopy structure of rocky stratum tunneling and other ultra-large type underground space structures, should strictly control excavation height, weak blast in construction, strengthen Vault settlement and the monitoring of abutment wall horizontal distortion.
Above 1 embodiment of the present invention is described in detail, but described content has been only presently preferred embodiments of the present invention it is impossible to be considered the practical range for limiting the present invention.All impartial changes made according to the present patent application scope and improvement etc., all should still belong within the patent covering scope of the present invention.
Claims (7)
1. a kind of three layers of subway station canopy structure of rocky stratum tunneling，It is characterized in that: include main body domes、Reinforced concrete inverted arch，Described reinforced concrete inverted arch is located at the lower section of main body domes，Described main body domes、It is provided with two layers of underground side wall between reinforced concrete inverted arch、F3/B3 side wall，Described F3/B3 side wall top is connected with two layers of underground side wall bottom，Described main body domes include arch two lining stage casing、Arch two lining side section，Described arch two serves as a contrast side section and is located at the both sides that arch two serves as a contrast stage casing，Described arch two lining side section bottom is connected with two layers of underground side wall top，Described reinforced concrete inverted arch includes inverted arch two lining stage casing、Inverted arch two lining side section，Described inverted arch two serves as a contrast side section and is located at the both sides that inverted arch two serves as a contrast stage casing，The top that described inverted arch two serves as a contrast side section is connected with the bottom of F3/B3 side wall，The top that described inverted arch two serves as a contrast stage casing is provided with two bottom girders，The bottom that described arch two serves as a contrast stage casing is provided with two top longerons，It is provided with steel pipe column between described top longeron and bottom girder，Described steel pipe column is provided with plate stage casing in B1、Plate in two layers of underground，Plate stage casing in described B1、In two layers of underground, plate is all horizontally disposed with，And in one layer located underground of plate in two layers of underground plate stage casing lower section，In described B1, plate stage casing is respectively provided on two sides with plate side section in B1，In described B1, plate side section is connected with two layers of underground side wall，In two layers of described underground, the two ends of plate are connected with F3/B3 side wall，The bottom surface that described arch two serves as a contrast side section is provided with arch springing longeron，It is provided with longeron pre-buried mud jacking steel pipe in described arch springing longeron，The two layers of side wall in described underground、The side of F3/B3 side wall is provided with abutment wall steel-pipe pile supporting，Described abutment wall steel-pipe pile supporting side is provided with abutment wall prestress anchorage cable、Side wall anchor pole，The abutment wall prestress anchorage cable of described the top is arranged on arch springing longeron and steel-pipe pile top junction，Described abutment wall steel-pipe pile supporting、Abutment wall prestress anchorage cable、Side wall anchor pole is respectively positioned on the lower section of arch springing longeron，It is provided with preliminary bracing outside described main body domes，It is provided with advance support outside described preliminary bracing，Preliminary bracing includes middle part pilot tunnel preliminary bracing、The hole preliminary bracing of arch side，It is provided with the arch springing mud jacking steel pipe being longitudinally arranged at the both sides arch springing of described arch side hole preliminary bracing，Described reinforced concrete inverted arch、Two layers of underground side wall、F3/B3 side wall、Plate stage casing in B1、Plate in two layers of underground、Plate side section in B1、Two row's steel pipe columns、Main body domes connect one monoblock type station secondary liner structure of formation.
2. three layers of subway station canopy structure of a kind of rocky stratum tunneling according to claim 1, it is characterized in that: the pilot tunnel preliminary bracing of described middle part adopts grid reinforcing bar gunite concrete structure, arranges advanced tubule or self-advancing type tube shed grouting advance support along its outer rim loopful.
3. three layers of subway station canopy structure of a kind of rocky stratum tunneling according to claim 1 it is characterised in that: described arch springing longeron is reinforced concrete structure, and the pre-buried mud jacking steel pipe slip casting in described inside ensures that longeron bottom is closely knit.
4. three layers of subway station canopy structure of a kind of rocky stratum tunneling according to claim 1, it is characterized in that: the two layers of side wall in described underground, the outside setting abutment wall steel-pipe pile supporting of F3/B3 side wall, described abutment wall steel-pipe pile supporting top anchors into arch springing longeron, bottom insertion depth exceedes below structure base slab, internal cement injection mortar, after excavation, between steel-pipe pile and surface adopts gunite concrete to close.
5. three layers of subway station canopy structure of a kind of rocky stratum tunneling according to claim 1, it is characterized in that: agent structure two row's center pillar adopts steel pipe column, segmentation adopts ring flange to connect, in internal concrete perfusion, with top longeron, bottom girder, plate stage casing in B1, two layers of underground, plate is connected using steel reinforcement cage or welding steel.
6. three layers of subway station canopy structure of a kind of rocky stratum tunneling according to claim 1, it is characterized in that: described arch two lining stage casing and both sides arch two lining side section connect formation one greatly across domes, end to the greatest extent is supported on arch springing longeron, forms canopy structure together with two row's steel pipe columns.
7. a kind of three layers of subway station canopy construction method of rocky stratum tunneling it is characterised in that: comprise the following steps:
(1) surveying setting-out goes out to comprise to push up longeron, the contour line of the upper and lower middle pilot tunnel of bottom girder, performs advance support in pilot tunnel preliminary bracing outside left to be excavated, carries out pre-grouting strengthening stratum；
(2) carry out upper and lower middle pilot drive, side pilot tunnel arch preliminary bracing is applied in excavated section outer rim immediately after the completion of excavation, formed using grid steel frame and gunite concrete, apply the temporary support in the middle part of pilot tunnel simultaneously, bottom adopts interim inverted arch gunite concrete closing, and arranges lock foot anchoring stock or lock foot anchor tube slip casting to fix preliminary bracing and temporary support in upper pilot tunnel two bottom sides；Top pilot tunnel adopts partial excavation method to excavate, and lower pilot tunnel adopts benching tunnelling method to excavate；When excavating pilot tunnel, after first excavating lower pilot tunnel, excavate upper pilot tunnel；
(3) under, pilot tunnel applies base plate waterproofing after applying a segment distance, retreats the part backplane inverted arch between bottom girder and the column applying below two row's middle standing pillars, and at the center pillar position of bottom girder, cast-in fixing bolt is used for being connected with steel pipe column；
(4) unwrapping wire positioning center pillar in upper pilot tunnel, applies middle post holes stake, stake diameter in hole is slightly larger than centre-pillar structure diameter；The setting of aperture up and down reinforced steel bar ring and the pilot tunnel grid bar connecting of hole stake；
(5) upper pilot tunnel infantile tic steel loading pipe, between steel pipe column and hole stake, space adopts back-up sand closely knit；Segmentation is removed upper pilot tunnel and is erected support temporarily, applies form concrete in steel pipe column in upper pilot tunnel upwards, thereafter laying waterproof layer, assembling reinforcement, and formwork erection pours top longeron and structure intermediate arches section, reserved steel bar joint；Between the longeron of top, strut and tie is set；
(6) upper pilot tunnel continues down to be excavated to below plate in B1, performs the mid portion of plate and middle longeron in B1；
(7) adopt advanced tubule to combine self-advancing type pipe canopy and reinforce arch both sides arch section outer rim stratum, the symmetrical excavation end bay arch soil body, using " crd " step excavation engineering method, perform preliminary bracing, temporary support and big arch springing consolidation process, at the beginning of arch springing, a welded reinforcement is connected with bottom girder, both sides arch springing sets diameter 219mm steel-pipe pile supporting construction respectively, and steel-pipe pile is respectively embedded in arch springing longeron and rock stratum below base plate, and guarantees that steel pipe pile verticality meets requirement；
(8) cleaning arch springing void slag, apply arch springing longeron, embedded steel tube mud jacking carries out the surrounding rock consolidation of longeron bottom, set first arch springing longeron anchor cable, temporary support is removed in segmentation, laying waterproof layer assembling reinforcement, mould is built station arch both sides arch section concrete and is connected integral and center pillar formation canopy structure with intermediate arches section, should strictly control temporary support to remove length every time according to monitoring measurement during construction；
(9) kerve excavates station lower floor rock mass; note strengthening the protection to abutment wall and arch springing longeron; layering applies abutment wall supporting in excavation; including the closing of prestress anchorage cable, side wall anchor pole and gunite concrete; continue layering according to this step and excavate downwards rock mass to structure base slab absolute altitude, note the protection of centering rod structure；
(10) apply inverted arch both sides end bay blinding concrete after being excavated to substrate, then one layer of inverted arch and side wall waterproof layer are laid on the inner surface of inverted arch concrete cushion and side wall preliminary bracing, the upper surface in inverted arch waterproof layer pours a layer concrete and forms inverted arch two lining afterwards；
(11) lay side wall waterproof layer upwards, then casting concrete forms plate and middle longeron in top side wall and two layers of underground on two lining inverted arch；
(12) continue up laying side wall waterproof layer, on plate in two layers of underground, setting two lining formwork jumbos, pour plate remainder in two layers of underground sidewall structure and B1, be connected with arch two lining integral；
(13) lower tracks and platform slab structure are performed, you can complete three layers of subway station canopy structure of tunneling.
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