CN204729099U - Rock quality layer tunneling three layers of subway station canopy structure - Google Patents
Rock quality layer tunneling three layers of subway station canopy structure Download PDFInfo
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Abstract
The utility model belongs to tunneling and underground engineering technique of design and construction field, particularly relate to a kind of rock quality layer tunneling three layers of subway station canopy structure, comprise main body domes, reinforced concrete inverted arch, described main body domes, two layers, underground side wall is provided with between reinforced concrete inverted arch, F3/B3 side wall, described main body domes comprise arch two and serve as a contrast stage casing, arch two serves as a contrast side section, described arch two serves as a contrast side section and is positioned at the both sides that arch two serves as a contrast stage casing, described reinforced concrete inverted arch comprises inverted arch two and serves as a contrast stage casing, inverted arch two serves as a contrast side section, 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, steel pipe column is provided with between described top longeron and bottom girder, the utility model is applicable to supporting and protection structure and the construction of weak rocks quality layer tunneling three layers of subway station and the large section underground space, and structural stability is good, improves efficiency of construction.
Description
Technical field
The utility model belongs to tunneling and underground engineering technique of design and construction field, particularly relates to a kind of rock quality layer tunneling three layers of subway station canopy structure.
Background technology
Since entering 21 century, urban rail transit in China has stepped into fast-developing period, and track traffic is as the important component part in urban traffic, and its operational network is also formed gradually.In circuit process of construction, run into increasing transfer station and hinge, the impact that the transfer manner of track traffic and interchange efficiency are runed Rail Transit System is further obvious.
The construction of sub-interchange, slave station changes to interior transfer of arriving at a station outward, at present just towards the future development of synthesization (multiple vehicles transfer), facilitation.Change in early stage station, not only complex structure, and transfer inconvenience, present countries in the world are in the construction of sub-interchange, all strive that making two too many absolutely number passenger flows of changing on circuit cross platform can change to, shorten transfer distance to greatest extent, this mode of parallel station has been applied in the subway construction in Stockholm sub-interchange and German side, Paris this and Hong Kong, and two-wire adopts parallel station mode generally to need construction three layers of station.
When the ambient conditions such as traffic above-ground and pipeline does not allow to adopt open cut, just need to adopt hidden construction process to implement, tunneling three layers of transfer station generally excavate span and reach 24m, and excavation height reaches 26m, and so large-scale Shallow Covered Metro Station there is not yet similar engineering example.Current large section tunnel generally adopts the construction methods such as CRD method, two side-wall pilot tunnel, middle hole method, hole, side method and cavern-pile method, and the excavation width 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 section
2) (maximum excavation width 24m, excavated section amasss 240m to change to the section in 3 ~ 4 tracks
2), all adopt two side-wall pilot tunnel construction.The domestic tunneling subway station built such as station, Beijing Metro Xuanwumen, station, Chongwenmen, Huang Zhuanzhan, Shenyang Metro Middle St station etc. are all double-deck stations, and are all build in Quaternary Strata, and cavern-pile method and the middle hole method of employing are in the majority.
For three layers of tunneling subway station, structural span is large, and profile height is high, and lateral pressure is large, and the selection of station structure pattern and construction method just seems particularly important.The formation of the supporting of arch, station, pillar construction and the process of high straight flange wall are exactly the Focal point and difficult point position in engineering construction, are mishandlingly easy to cause the engineering accidents such as such as landslide, unstability.CRD method and two side-wall pilot tunnel are generally applicable to medium-sized tunneling section; Hole, side method is that two side pilot tunnels are synchronously constructed, and then applies middle drift, and middle column system is set up more late, and profile height high structural stability is poor, and ground deformation is maximum; Middle hole method is that middle drift is first constructed, and sets up beam, post support system, then applies side pilot tunnel, and the shortcoming of this engineering method is that piecemeal is more, and middle drift formation rear side pilot drive easily forms imbalance thrust force, and blast working is too large on temporary support impact; Cavern-pile method controlling distortion ability is comparatively strong, but needs arrange multiple pilot tunnel and apply skirt piles structure, and abandoned project amount is large, and in pilot tunnel, space is little, and construction environment is severe, and cavern-pile method generally needs reverse hierarchical to do, and greatly reduces construction efficiency.
To sum up, above-mentioned traditional construction method is mainly applicable to Quaternary Strata, adopts and becomes the construction of ring hand digging step by step.Need to take blasting construction method in rock quality layer, too much piecemeal and a large amount of temporary support are very unfavorable under blasting condition, even may because temporary support lost efficacy cause unacceptable Important Project accident.Therefore, when structural shape and the scheme choice at rock quality layer tunneling three layers of station, under the condition ensureing safety should be based oneself upon, consider the place of rock quality layer, select to realize mechanization construction method rapidly and efficiently.
Summary of the invention
The utility model is in conjunction with the mechanics feature of shallow embedding super large superelevation section in lithostratigraphy and upper-soft lower-hard ground and supporting mechanism, ensure can effectively control stratum deformation and Stability Analysis of Structures under the complex environment of city simultaneously, reduce blast working impact and improve efficiency of construction, propose a kind of rock quality layer tunneling three layers of subway station canopy structure, realize the construction that big machinery carries out rock quality layer tunneling three layers of subway station large section tunnel.
The technical problem that the utility model solves realizes by the following technical solutions:
A kind of rock quality layer tunneling three layers of subway station canopy structure, it is characterized in that: comprise main body domes, reinforced concrete inverted arch, described reinforced concrete inverted arch is positioned at the below of main body domes, described main body domes, two layers, underground side wall is provided with between reinforced concrete inverted arch, F3/B3 side wall, described F3/B3 side wall top is connected with side wall bottom, two layers, underground, described main body domes comprise arch two and serve as a contrast stage casing, arch two serves as a contrast side section, described arch two serves as a contrast side section and is positioned at the both sides that arch two serves as a contrast stage casing, described arch two serves as a contrast section bottom, side and is connected with side wall top, two layers, underground, described reinforced concrete inverted arch comprises inverted arch two and serves as a contrast stage casing, inverted arch two serves as a contrast side section, described inverted arch two serves as a contrast side section and is positioned 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, steel pipe column is provided with between described top longeron and bottom girder, described steel pipe column is provided with plate stage casing in B1, plate in two layers, underground, plate stage casing in described B1, in two layers, underground, plate is all horizontally disposed with, and plate is arranged in the below in B1 plate stage casing in two layers, underground, in described B1, the both sides in plate stage casing are respectively equipped with plate side section in B1, in described B1, plate side section is connected with two layers, underground side wall, in two layers, 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, the pre-buried mud jacking steel pipe of longeron is provided with in described arch springing longeron, two layers, described underground side wall, the side of F3/B3 side wall is provided with the supporting of abutment wall steel pipe pile, 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 junction, steel pipe pile top, the supporting of described abutment wall steel pipe pile, abutment wall prestress anchorage cable, side wall anchor pole is all positioned at the below of arch springing longeron, preliminary bracing is provided with outside described main body domes, advance support is provided with outside described preliminary bracing, preliminary bracing comprises middle part pilot tunnel preliminary bracing, the hole preliminary bracing of side, arch, the arch springing place, both sides of described arch hole, side preliminary bracing is provided with the arch springing mud jacking steel pipe longitudinally arranged, .
The pilot tunnel preliminary bracing of described middle part adopts grid reinforcing bar sprayed mortar 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 the pre-buried mud jacking steel pipe slip casting of described inside ensures bottom longeron closely knit.
The arranged outside abutment wall steel pipe pile supporting of two layers, described underground side wall, 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, inner cement injection mortar, and after excavation, between steel pipe pile and surface adopts sprayed mortar to close.
Agent structure two is arranged center pillar and is adopted steel pipe column, and segmentation adopts flange to connect, inner concrete perfusion, adopts reinforcing cage or welding steel to be connected and fixed with plate in plate stage casing, two layers, underground in top longeron, bottom girder, B1.
Described arch two serve as a contrast stage casing and arch, both sides two serve as a contrast side section be connected to form one large across domes, end is supported on arch springing longeron to the greatest extent, arranges together with steel pipe column form canopy structure with two.
The beneficial effects of the utility model are:
1, rock quality layer of the present utility model tunneling three layers of subway station canopy structure and construction method, the large section at weak surrounding rock tunneling three layers of station can be realized and other are greatly across the underground space with superelevation, reasonable in design, good stability, can ensure construction safety;
2, structural support system is simple, and preliminary bracing dismounting amount is little, and pilot tunnel abandoned project amount is few;
3, center pillar and arch two serve as a contrast after canopy structure formed, and structural safety is stable and to control stratum deformation ability strong, and construction period can provide open working space to ensure bottom convenient and quick construction, greatly improves efficiency of construction;
4, arch adopts smoother domes, and do not have double-arch structure V-type node, structurally waterproof quality is good;
5, abutment wall adopts steel pipe column in conjunction with prestressed anchor Cable Structure, and without any temporary support, constructability and support operating mode without dismounting, effectively ensures high side wall structure construction safety;
6, engineering method technique is simple, easy to operate, well controls stratum deformation, and can be the construction of whole construction of underground structure and realize big machinery equalization and provide condition, improves work efficiency, saves construction costs;
7, the utility model provides the supporting and protection structure form in a kind of shallow embedding or weak rocks quality layer tunneling three layers of subway station or Large Underground space, the Combination application of the multinomial technology of construction method and innovation, structure stress is reasonable, construction sequence is simple and progress of implementation is fast, solve weak rocks quality floor height abutment wall cavern poor stability, traditional steelframe and temporary support structures complex forms, construction efficiency and ambient conditions poor, in digging process, stratum deformation is larger, many difficult problems such as the large and construction organization inconvenience of construction safety risk, expand the application space of underground extra space hidden digging structure and construction technology preferably.
Accompanying drawing explanation
Fig. 1 is tunneling of the present utility model three layers of subway station canopy structural representation;
Fig. 2 is the construction schematic diagram of middle part pilot tunnel up and down in the utility model;
Fig. 3 is the construction schematic diagram of middle part post and beam structure in the utility model;
Fig. 4 is the construction schematic diagram of hole, B1 side excavation supporting in the utility model;
Fig. 5 is that in the utility model, arch two serves as a contrast construction schematic diagram;
Fig. 6 is lower floor's excavation supporting construction schematic diagram in the utility model;
Fig. 7 is F3/B3 two lining structure construction schematic diagram in the utility model;
Fig. 8 is that the utility model rock quality layer tunneling three layers of subway station canopy structure construction complete schematic diagram.
In figure, 1-advance support, pilot tunnel preliminary bracing in the middle part of 2-, pilot tunnel perpendicular support temporarily in the middle part of 3-, 4-locks pin anchor tube, 5-strut and tie steel pipe, hole, the side preliminary bracing of 6-arch, 7-temporary support, 8-arch springing mud jacking steel pipe, the supporting of 9-abutment wall steel pipe pile, 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 serves as a contrast side section, 19-inverted arch two serves as a contrast side section, 20-F3/B3 side wall, plate in two layers, 21-underground, two layers, 22-underground side wall, plate side section in 23-B1, 24-platform slab internal construction, 25-arch springing longeron, the pre-buried mud jacking steel pipe of 26-longeron, 27-side wall anchor pole.
Detailed description of the invention
Below in conjunction with accompanying drawing, the utility model is described further:
A kind of rock quality layer tunneling three layers of subway station canopy structure, comprise main body domes, reinforced concrete inverted arch, reinforced concrete inverted arch is positioned at the below of main body domes, main body domes, two layers, underground side wall 22 is provided with between reinforced concrete inverted arch, F3/B3 side wall 20, F3/B3 side wall 20 top is connected with side wall 22 bottom, two layers, underground, main body domes comprise arch two and serve as a contrast stage casing 15, arch two serves as a contrast side section 18, arch two serves as a contrast side section 18 and is positioned at the both sides that arch two serves as a contrast stage casing 15, arch two serves as a contrast side section 18 bottom and is connected with side wall 22 top, two layers, underground, reinforced concrete inverted arch comprises inverted arch two and serves as a contrast stage casing 12, inverted arch two serves as a contrast side section 19, inverted arch two serves as a contrast side section 19 and is positioned 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, steel pipe column 13 is provided with 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, underground, middle longeron 16, plate stage casing 17 in B1, in two layers, underground, plate 21 is all horizontally disposed with, and plate 21 is arranged in the below in B1 plate stage casing 17 in two layers, underground, in B1, the both sides in plate stage casing 17 are respectively equipped with plate side section 23 in B1, in B1, plate side section 23 is connected with two layers, underground side wall 22, in two layers, 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, the pre-buried mud jacking steel pipe 26 of longeron is provided with in arch springing longeron 25, two layers, 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 junction, steel pipe pile 9 top, abutment wall steel pipe pile supporting 9, abutment wall prestress anchorage cable 10, side wall anchor pole 27 is all positioned at the below of arch springing longeron 25, preliminary bracing is provided with outside main body domes, advance support 1 is provided with outside described preliminary bracing, preliminary bracing comprises middle part pilot tunnel preliminary bracing 2, side, arch hole preliminary bracing 6, the arch springing place, both sides of side, arch hole preliminary bracing 6 is provided with the arch springing mud jacking steel pipe 8 longitudinally arranged, reinforced concrete inverted arch, two layers, underground side wall 22, F3/B3 side wall 20, plate stage casing 17 in B1, plate 21 in two layers, underground, plate side section 23 in B1, two row's steel pipe columns 13, main body domes are connected to form a monolithic station secondary liner structure.
The pilot tunnel preliminary bracing of described middle part adopts grid reinforcing bar sprayed mortar 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 inner pre-buried mud jacking steel pipe 26 slip casting ensures bottom longeron closely knit.
The arranged outside abutment wall steel pipe pile supporting 9 of two layers, underground side wall 22, 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, inner cement injection mortar, and after excavation, between steel pipe pile and surface adopts sprayed mortar to close.
Agent structure two is arranged center pillar and is adopted steel pipe column 13, and segmentation adopts flange to connect, inner concrete perfusion, adopts reinforcing cage or welding steel to be connected and fixed with plate 21 in plate stage casing 17, two layers, underground in top longeron 14, bottom girder 11, B1.
Arch two serve as a contrast stage casing 15 and arch, both sides two serve as a contrast side section 18 be connected to form one large across domes, end is supported on arch springing longeron 25 to the greatest extent, arranges together with steel pipe column 13 form canopy structure with two.
A kind of rock quality layer tunneling three layers of subway station canopy construction method, is characterized in that: comprise the following steps:
(1) surveying setting-out goes out to comprise the outline line of upper and lower middle pilot tunnel of top longeron 14, bottom girder 11, performs advance support 1, carry out pre-grouting strengthening stratum at pilot tunnel preliminary bracing outside left to be excavated; 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) upper and lower middle pilot drive is carried out, excavation span is about 10m, encase twice longeron scope, side pilot tunnel arch preliminary bracing 2 is applied in excavated section outer rim immediately after having excavated, the thick grid steel frame of 250 ~ 300mm and sprayed mortar is adopted to be formed, apply the temporary support 3 in the middle part of pilot tunnel, bottom adopts Temporary invert sprayed mortar to close simultaneously, and arranges the slip casting of diameter 32mm lock pin anchor tube 4 with fixing preliminary bracing 2 and temporary support 3 in upper pilot tunnel two bottom sides; Top pilot tunnel adopts partial excavation method excavation, and lower pilot tunnel adopts benching tunnelling method excavation; During excavation pilot tunnel, the first upper pilot tunnel of excavation after the lower pilot tunnel of excavation;
(3) under, pilot tunnel applies base plate waterproofing after applying a segment distance, retreat the part backplane inverted arch 12 between bottom girder 11 and column applied below two row's middle standing pillars 13, the center pillar position cast-in fixing bolt of bottom girder 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 location center pillar 13 in upper pilot tunnel, apply middle post holes stake, hole stake diameter is a bit larger tham centre-pillar structure diameter and adopts 1200mm; Hole pile driving construction adopts human-generated explosives construction, and retaining wall can be adopted when rock matter condition is poor to protect; The aperture up and down of hole stake arranges reinforced steel bar ring and pilot tunnel grid bar connecting;
(5) lifting steel pipe in upper pilot tunnel, adopt flange to connect between steel pipe segmentation, between steel pipe column 13 and hole stake pile lining, space adopts back-up sand closely knit; The perpendicular support 3 temporarily of middle part pilot tunnel is removed in segmentation, and remove length and be not more than 6m, upwards apply form concrete in steel pipe column, then lay waterproofing course, assembling reinforcement in upper pilot tunnel, formwork erection builds 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, adopts diameter 108mm steel pipe to make, longitudinal pitch 1.5m;
(6) upper pilot tunnel to continue down to be excavated in B1 about 1.25m place below plate 17, performs mid portion 17 and the middle longeron 16 of plate in B1; In two rows, intercolumniation according to circumstances can arrange temporary support connection;
(7) diameter 32mm advanced tubule is adopted to reinforce arch section outer rim stratum, both sides, arch in conjunction with self-advancing type pipe canopy, the symmetrical excavation end bay arch soil body, adopt " CRD " step excavation engineering method, perform preliminary bracing 6, temporary support 7 and large arch springing consolidation process, temporary support adopts I22 shaped steel in conjunction with sprayed mortar structure, arch springing place arranges diameter 60mm mud jacking steel pipe 8, carries out grouting and reinforcing to arch springing, and arch springing just props up welded reinforcement and is connected with arch springing longeron.Both sides arch springing sets diameter 219mm, wall thickness 8mm steel pipe pile supporting and protection structure 9, longitudinal pitch 800mm respectively, and steel pipe pile embeds in arch springing longeron and rock stratum 1.2m and 2.5m below base plate respectively, and guarantees that steel pipe pile verticality meets the demands;
(8) clear up the empty slag of arch springing, apply arch springing longeron 25, embedded steel tube 26 mud jacking carries out surrounding rock consolidation bottom longeron, sets first arch springing longeron anchor cable 10.Temporary support 7 is removed in segmentation, lay waterproofing course assembling reinforcement, mould builds both sides, arch, station arch section 18 concrete and intermediate arches section 15 connects into entirety and center pillar forms canopy structure, form concrete longitudinally segmentation is carried out, should strictly control temporary support according to monitoring measurement during construction and remove length at every turn, general every segment length is not more than 6m; Temporary lining should apply a ring when removing and remove a ring, and the dismounting of another ring should reach design strength more than 70% at mould building structure and can carry out;
(9) kerve excavation station lower floor rock mass, notes the protection strengthened abutment wall and arch springing longeron 25, is not less than Mining in Rock Mass smooth blasting or non-explosive excavation within the scope of 1.5m near abutment wall.Excavation limit, layering limit applies abutment wall supporting, and comprise multiple tracks prestress anchorage cable 10, side wall anchor pole 27 and sprayed mortar and close, layer height is no more than 2.0m.Continue layering according to this step and excavate rock mass downwards to structure base slab absolute altitude place, in work progress, existing centre-pillar structure is enclosed and cover protection;
(10) inverted arch dual-side is applied after being excavated to substrate across blinding concrete, then on the inner surface of inverted arch concrete cushion and side wall preliminary bracing, lay one deck inverted arch and side wall waterproofing course, build a layer concrete at the upper surface of inverted arch waterproofing course and form inverted arch two afterwards and serve as a contrast 19;
(11) upwards lay side wall waterproofing course, the anchor head of opposite side joist anchor rope processes, and then on two lining inverted arch 19, concreting forms plate 21 and middle longeron 16 in top side wall 20 and two layers, underground;
(12) continue upwards to lay side wall waterproofing course, in two layers, underground, plate arranges two lining formwork jumbos, build plate remainder 23 in two layers, underground sidewall structure 22 and B1, serve as a contrast with arch two and connect into entirety;
(13) perform lower tracks and platform slab structure 24, tunneling three layers of subway station canopy structure can be completed.
The utility model structure and engineering method are applicable to the construction of rock quality layer tunneling three layers of subway station canopy structure and other ultra-large type underground space structures, strictly should control excavation height, weak blast in construction, strengthen Vault settlement and the monitoring of abutment wall horizontal distortion.
Above 1 embodiment of the present utility model has been described in detail, but described content being only preferred embodiment of the present utility model, can not being considered to for limiting practical range of the present utility model.All equalizations done according to the utility model application range change and improve, and all should still belong within patent covering scope of the present utility model.
Claims (6)
1. rock quality layer tunneling three layers of subway station canopy structure, it is characterized in that: comprise main body domes, reinforced concrete inverted arch, described reinforced concrete inverted arch is positioned at the below of main body domes, described main body domes, two layers, underground side wall is provided with between reinforced concrete inverted arch, F3/B3 side wall, described F3/B3 side wall top is connected with side wall bottom, two layers, underground, described main body domes comprise arch two and serve as a contrast stage casing, arch two serves as a contrast side section, described arch two serves as a contrast side section and is positioned at the both sides that arch two serves as a contrast stage casing, described arch two serves as a contrast section bottom, side and is connected with side wall top, two layers, underground, described reinforced concrete inverted arch comprises inverted arch two and serves as a contrast stage casing, inverted arch two serves as a contrast side section, described inverted arch two serves as a contrast side section and is positioned 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, steel pipe column is provided with between described top longeron and bottom girder, described steel pipe column is provided with plate stage casing in B1, plate in two layers, underground, plate stage casing in described B1, in two layers, underground, plate is all horizontally disposed with, and plate is arranged in the below in B1 plate stage casing in two layers, underground, in described B1, the both sides in plate stage casing are respectively equipped with plate side section in B1, in described B1, plate side section is connected with two layers, underground side wall, in two layers, 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, the pre-buried mud jacking steel pipe of longeron is provided with in described arch springing longeron, two layers, described underground side wall, the side of F3/B3 side wall is provided with the supporting of abutment wall steel pipe pile, 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 junction, steel pipe pile top, the supporting of described abutment wall steel pipe pile, abutment wall prestress anchorage cable, side wall anchor pole is all positioned at the below of arch springing longeron, preliminary bracing is provided with outside described main body domes, advance support is provided with outside described preliminary bracing, preliminary bracing comprises middle part pilot tunnel preliminary bracing, the hole preliminary bracing of side, arch, the arch springing place, both sides of described arch hole, side preliminary bracing is provided with the arch springing mud jacking steel pipe longitudinally arranged, described reinforced concrete inverted arch, two layers, underground side wall, F3/B3 side wall, plate stage casing in B1, plate in two layers, underground, plate side section in B1, two row's steel pipe columns, main body domes are connected to form a monolithic station secondary liner structure.
2. a kind of rock quality layer according to claim 1 tunneling three layers of subway station canopy structure, it is characterized in that: the pilot tunnel preliminary bracing of described middle part adopts grid reinforcing bar sprayed mortar structure, arranges advanced tubule or self-advancing type tube shed grouting advance support along its outer rim loopful.
3. a kind of rock quality layer according to claim 1 tunneling three layers of subway station canopy structure, is characterized in that: described arch springing longeron is reinforced concrete structure, and the pre-buried mud jacking steel pipe slip casting of described inside ensures bottom longeron closely knit.
4. a kind of rock quality layer according to claim 1 tunneling three layers of subway station canopy structure, it is characterized in that: the arranged outside abutment wall steel pipe pile supporting of two layers, described underground side wall, 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, inner cement injection mortar, after excavation, between steel pipe pile and surface adopts sprayed mortar to close.
5. a kind of rock quality layer according to claim 1 tunneling three layers of subway station canopy structure, it is characterized in that: agent structure two is arranged center pillar and adopted steel pipe column, segmentation adopts flange to connect, inner concrete perfusion, adopts reinforcing cage or welding steel to be connected and fixed with plate in plate stage casing, two layers, underground in top longeron, bottom girder, B1.
6. a kind of rock quality layer according to claim 1 tunneling three layers of subway station canopy structure, it is characterized in that: described arch two serve as a contrast stage casing and arch, both sides two serve as a contrast side section be connected to form one large across domes, to the greatest extent end is supported on arch springing longeron, arranges together with steel pipe column form canopy structure with two.
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| CN109578014A (en) * | 2019-01-28 | 2019-04-05 | 中铁第六勘察设计院集团有限公司 | Anti- dash forward of one kind gushes back cover structure and construction method |
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| CN111577317A (en) * | 2020-04-30 | 2020-08-25 | 中铁隧道局集团有限公司 | Construction method for large-span underground excavation subway station cavern in upper-soft and lower-hard stratum |
| CN112922646A (en) * | 2021-03-03 | 2021-06-08 | 中国铁路设计集团有限公司 | Building method of underground excavation station excavated by large-section single-span support through superposed arch-wall integrated type |
| CN112922646B (en) * | 2021-03-03 | 2023-03-14 | 中国铁路设计集团有限公司 | Building method of underground excavation station excavated by large-section single-span support through superposed arch-wall integrated type |
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Effective date of registration: 20180528 Address after: 300000 Tianjin free trade zone (Airport Economic Zone), 2-3116 South Road 88. Patentee after: CHINA RAILWAY LIUYUAN GROUP CO., LTD. Address before: 300000 Tianjin Binhai New Area Free Trade Zone (Airport Economic Zone), 2-3116 South Road 88. Co-patentee before: Zhongtie Tunnel Survey and Design Inst., Ltd. Patentee before: CHINA RAILWAY LIUYUAN GROUP CO., LTD. |