CN105714856A - Underground air duct construction method with first negative structural layer and second negative structural layer in bottom-up - Google Patents
Underground air duct construction method with first negative structural layer and second negative structural layer in bottom-up Download PDFInfo
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- CN105714856A CN105714856A CN201610277119.2A CN201610277119A CN105714856A CN 105714856 A CN105714856 A CN 105714856A CN 201610277119 A CN201610277119 A CN 201610277119A CN 105714856 A CN105714856 A CN 105714856A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/02—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against ground humidity or ground water
Abstract
The invention relates to an underground air duct construction method with a first negative structural layer and a second negative structural layer in bottom-up. According to the technique, the underground air duct construction method comprises the steps that firstly, pilot tunnels in the two sides of an air duct are constructed, drilling and cast-in-place pile construction are carried out on the interiors of the pilot tunnels, earth excavation is carried out on the arch portion of a middle pilot tunnel, after the arch portion of the middle pilot tunnel is preliminarily supported, earth excavation to a middle layer plate is carried out, and the middle layer plate, a side wall of the first negative layer, and a top arch (buckling arch) are constructed. Layered earth excavation is carried out on the middle plate position to the downward position, erecting and supporting are carried out, and after earth excavation to the bottom of a foundation pit is carried out, a bottom plate and the side wall of the second negative layer are constructed from bottom to top. The construction sequence that a whole body is inversely carried out, and the first negative structural layer and the second negative structural layer are arranged in bottom-up is adopted, defects of complete bottom-up operation and complete inverse operation can be overcome, and meanwhile, beneficial effects of complete bottom-up operation and complete inverse operation are kept.
Description
[technical field]
The present invention relates to a kind of ventilation passage of metro method of construction, be specifically related to a kind of structure and bear one layer and bear two layers respectively along the ventilation passage of metro methods of construction made, belong to city track traffic engineering technical field.
[background technology]
Ventilation passage of metro structure generally all adopts double-decker pattern, when adopting cavern-pile method to build ventilation passage of metro structure, conventional sequence of construction has two kinds, one, adopt completely along the practice, that is: first completing excavation and the preliminary bracing of Zhong Dong arch, then earth excavation is to structure base slab from top to bottom, then the structure completing base plate, negative two layers of side wall, middle plate and negative one layer of side wall from bottom to top is built；They are two years old, complete contrary sequence method, that is: excavation and the preliminary bracing of Zhong Dong arch are first completed, then arch two lining structure is built, the negative one layer of earthwork of excavation from top to bottom again, build negative one layer of side wall and middle plate, then support from the downward stage excavation earthwork of middle Board position, erection, earth excavation is to after bottom foundation ditch, building negative two layers of side wall and base plate.
The advantage of the completely suitable practice of employing is: easy construction, structurally waterproof is continuous, shortcoming is: in the construction stage, preliminary bracing structural requirement in Zhong Dong arch undertakes whole external load, is unfavorable for stablizing of preliminary bracing；The advantage adopting complete contrary sequence method is: arch preliminary bracing and the common bearing load of secondary lining, is conducive to stablizing of arch preliminary bracing.Shortcoming is: along with the excavation of the earthwork, the load that arch two lining structure bears is in and constantly adjusts and in change, may result in two lining structure crackings, being unfavorable for waterproof and the durability of structure, another drawback is: during two lining arch springing constructions, the reinforcing bar that arch springing reinforcing bar throws away with limit pilot tunnel fender post to be connected, cause going out at arch springing, splash guard can not continuous laying, arch springing waterproof is discontinuous, is unfavorable for the waterproof of structure.
Therefore, for solving above-mentioned technical problem, the structure of a kind of innovation of necessary offer is born one layer and bears two layers respectively along the ventilation passage of metro methods of construction made, to overcome described defect of the prior art.
[summary of the invention]
For solving the problems referred to above, it is an object of the invention to provide a kind of structure bear one layer and bear two layers respectively along the ventilation passage of metro methods of construction made, it adopts the sequence of construction of " entirety is inverse to be made; bears a layer and bears two layers respectively along making ", the shortcoming that can avoid all-cis work and full-reverse, meanwhile, its advantage is remained again.
For achieving the above object, the technical scheme that the present invention takes is: a kind of structure is born one layer and bears two layers respectively along the ventilation passage of metro methods of construction made, and it includes following construction procedure:
1), per-fore pouring liquid with small pipe strengthening stratum；Joint reserved by pilot tunnel steelframe；
2), after having propped up at the beginning of little pilot tunnel, fall back drilling stake from inside to outside, applies an apical cap beam；
3), in pilot tunnel, apply main body arch grid steel frame arch springing, longitudinal pitch 0.5m, be connected with the reserved joint of pilot tunnel steelframe.
4), arch springing and space, behind thereof in formwork erection backfill pilot tunnel；
5), section arch, air channel per-fore pouring liquid with small pipe strengthening stratum, the excavation arch soil body, erection arch grid steel frame, apply preliminary bracing；
6), after at the beginning of arch springing fill concrete and main arch reaches design strength, removing interim perpendicular support, the excavation soil body is to middle plate downwards, removes pilot tunnel grid steel frame within the scope of permanent structure section；
7), lay abutment wall, arch waterproof layer, apply two linings in time, close cyclization, reserved abutment wall reinforcing bar for negative one layer.
8), the excavation soil body is to the lower 0.5m absolute altitude of steel pipe support downwards, sprays 50mm thickness C20 concrete leveling between stake；
9), the excavation soil body is continued to substrate absolute altitude, pneumatically placed concrete between stake, apply bottom cushion；
10), lay air channel base plate waterproofing and pea gravel concreten protective layer, build base plate and part abutment wall；
11), treat that base plate reaches some strength, jump and tear steel pipe support open, lay negative two layers of side wall waterproof layer, build side wall concrete and connect with upper strata abutment wall；
12), performing air channel internal structure, air channel civil engineering completes.
Negative one layer and negative two layers of the structure of the present invention along the ventilation passage of metro method of construction made is respectively further: in step 1), spacing out before and after two little pilot tunnel constructions, spacing is not less than 10m, and little pilot tunnel adopts benching tunnelling method construction, step pitch 0.5m, C20 gunite concrete.
Negative one layer and negative two layers of the structure of the present invention along the ventilation passage of metro method of construction made is respectively further: step 2) in, drilled pile is jumped and is done, and in stake, reinforcing bar throws away reserved.
Negative one layer and negative two layers of the structure of the present invention along the ventilation passage of metro method of construction made is respectively further: in step 5), arrange interim perpendicular support if desired.
Negative one layer of the structure of the present invention with negative two layers along the ventilation passage of metro method of construction made is respectively further: in step 8), stake back-grouting is reinforced if desired, sets up waist rail and steel pipe support.
Compared with prior art, there is advantages that
(1) negative one layer and negative two layers all adopts along practice construction, can ensure that structurally waterproof is continuous, and structurally waterproof is effective；
(2) after the arch preliminary bracing structure of negative a layer is formed, the space of negative one layer of remainder is less, digs the level of disruption to arch preliminary bracing structure less；And when excavation is to after middle Board position, beginning to apply two lining structures of negative a layer, it is possible to by the tau-effect reduction to the degree that has the greatest impact of arch preliminary bracing.
(3) owing to, before negative two layers of earth excavation, negative one layer has formed closure frame structure, and stress performance is good, negative two layers of disturbance brought of constructing can be born preferably.
[accompanying drawing explanation]
Fig. 1 is the construction procedure 1 of the present invention) schematic diagram.
Fig. 2 is the construction procedure 2 of the present invention) schematic diagram.
Fig. 3 is the construction procedure 3 of the present invention) schematic diagram.
Fig. 4 is the construction procedure 4 of the present invention) schematic diagram.
Fig. 5 is the construction procedure 5 of the present invention) schematic diagram.
Fig. 6 is the construction procedure 6 of the present invention) schematic diagram.
Fig. 7 is the construction procedure 7 of the present invention) schematic diagram.
Fig. 8 is the construction procedure 8 of the present invention) schematic diagram.
Fig. 9 is the construction procedure 9 of the present invention) schematic diagram.
Figure 10 is the construction procedure 10 of the present invention) schematic diagram.
Figure 11 is the construction procedure 11 of the present invention) schematic diagram.
Figure 12 is the construction procedure 12 of the present invention) schematic diagram.
[detailed description of the invention]
Referring to shown in Figure of description 1 to accompanying drawing 12, the present invention is that a kind of structure is born one layer and bears two layers respectively along the ventilation passage of metro methods of construction made, and it includes following construction procedure:
1), as it is shown in figure 1, advanced tubule 1 Grouting Consolidation, spacing out before and after two little pilot tunnel 2 constructions, spacing is not less than 10m, and little pilot tunnel adopts benching tunnelling method construction, and step pitch 0.5m, C20 gunite concrete, joint 3 reserved by pilot tunnel steelframe.
2), as in figure 2 it is shown, after having propped up at the beginning of little pilot tunnel 2, fall back drilling stake 4 from inside to outside, applies an apical cap beam 5, and (stake footpath φ 800, φ 1000, spacing 1.2m, 1.5m), drilled pile should be jumped and be done.In stake, reinforcing bar throws away reserved.
3), as it is shown on figure 3, apply main body arch grid steel frame arch springing 6 in pilot tunnel, longitudinal pitch 0.5m, it is connected with the reserved joint 3 of pilot tunnel steelframe.
4), as shown in Figure 4, formwork erection backfills arch springing and space, behind thereof in 7 pilot tunnels.
5), as it is shown in figure 5, section arch, air channel per-fore pouring liquid with small pipe strengthening stratum 8, the excavation arch soil body, erection arch grid steel frame, apply preliminary bracing 9, interim perpendicular support 10 is set if desired.
6), as shown in Figure 6, after at the beginning of arch springing fill concrete and main arch 9 reaches design strength, remove interim perpendicular support 10, the excavation soil body is to certain distance under middle plate downwards, removes pilot tunnel grid steel frame within the scope of permanent structure section, and pilot tunnel grid is longitudinally removed length and strictly should be controlled according to monitoring measurement.
7), as it is shown in fig. 7, lay abutment wall, arch waterproof layer, apply two linings 11 in time, close cyclization, reserved abutment wall reinforcing bar 12 for negative one layer.
8), as shown in Figure 8, excavating downwards the soil body and support 13 times 0.5m absolute altitudes to steel pipe, spray 50mm thickness C20 concrete leveling between stake, stake back-grouting is reinforced if desired, and erection waist rail and steel pipe support.
9), as it is shown in figure 9, continue the excavation soil body to substrate absolute altitude, pneumatically placed concrete between stake, apply bottom cushion 14.
10), as shown in Figure 10, lay air channel base plate waterproofing and pea gravel concreten protective layer, build base plate 15 and part abutment wall 16.
11), as shown in figure 11, treat that base plate 15 reaches some strength, jump and tear steel pipe support open, lay negative two layers of side wall waterproof layer, build side wall concrete 17 and connect with upper strata abutment wall.
12), as shown in figure 12, performing air channel internal structure 18, air channel civil engineering completes.
Above detailed description of the invention is only the preferred embodiment of this creation, not in order to limit this creation, and any amendment of making within all spirit in this creation and principle, equivalent replacement, improvement etc., should be included within the protection domain of this creation.
Claims (5)
1. a structure is born one layer and bears two layers respectively along the ventilation passage of metro methods of construction made, it is characterised in that: include following construction procedure:
1), per-fore pouring liquid with small pipe strengthening stratum；Joint reserved by pilot tunnel steelframe；
2), after having propped up at the beginning of little pilot tunnel, fall back drilling stake from inside to outside, applies an apical cap beam；
3), in pilot tunnel, apply main body arch grid steel frame arch springing, longitudinal pitch 0.5m, be connected with the reserved joint of pilot tunnel steelframe；
4), arch springing and space, behind thereof in formwork erection backfill pilot tunnel；
5), section arch, air channel per-fore pouring liquid with small pipe strengthening stratum, the excavation arch soil body, erection arch grid steel frame, apply preliminary bracing；
6), after at the beginning of arch springing fill concrete and main arch reaches design strength, removing interim perpendicular support, the excavation soil body is to middle plate downwards, removes pilot tunnel grid steel frame within the scope of permanent structure section；
7), lay abutment wall, arch waterproof layer, apply two linings in time, close cyclization, reserved abutment wall reinforcing bar for negative one layer；
8), the excavation soil body is to the lower 0.5m absolute altitude of steel pipe support downwards, sprays 50mm thickness C20 concrete leveling between stake；
9), the excavation soil body is continued to substrate absolute altitude, pneumatically placed concrete between stake, apply bottom cushion；
10), lay air channel base plate waterproofing and pea gravel concreten protective layer, build base plate and part abutment wall；
11), treat that base plate reaches some strength, jump and tear steel pipe support open, lay negative two layers of side wall waterproof layer, build side wall concrete and connect with upper strata abutment wall；
12), performing air channel internal structure, air channel civil engineering completes.
2. structure as claimed in claim 1 negative one layer and negative two layers respectively along the ventilation passage of metro methods of construction made, it is characterised in that: in step 1), space out before and after two little pilot tunnels constructions, spacing is not less than 10m, little pilot tunnel adopts benching tunnelling method construction, step pitch 0.5m, C20 gunite concrete.
3. structure as claimed in claim 1 is born one layer and bears two layers respectively along the ventilation passage of metro methods of construction made, it is characterised in that: step 2) in, drilled pile jumping is done, and in stake, reinforcing bar throws away reserved.
4. structure as claimed in claim 1 is born one layer and bears two layers respectively along the ventilation passage of metro methods of construction made, it is characterised in that: in step 5), temporarily perpendicular support is set if desired.
5. structure as claimed in claim 1 is born one layer and bears two layers respectively along the ventilation passage of metro methods of construction made, it is characterised in that: in step 8), stake back-grouting reinforcing if desired, erection waist rail and steel pipe support.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610277119.2A CN105714856A (en) | 2016-04-30 | 2016-04-30 | Underground air duct construction method with first negative structural layer and second negative structural layer in bottom-up |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610277119.2A CN105714856A (en) | 2016-04-30 | 2016-04-30 | Underground air duct construction method with first negative structural layer and second negative structural layer in bottom-up |
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| Publication Number | Publication Date |
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| CN105714856A true CN105714856A (en) | 2016-06-29 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201610277119.2A Pending CN105714856A (en) | 2016-04-30 | 2016-04-30 | Underground air duct construction method with first negative structural layer and second negative structural layer in bottom-up |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110005420A (en) * | 2019-05-21 | 2019-07-12 | 成都市建筑设计研究院 | A kind of ledge tunneling is inverse to build underground structure and construction method |
| CN110017149A (en) * | 2019-05-21 | 2019-07-16 | 成都市建筑设计研究院 | A kind of ledge tunneling is suitable to build underground structure and construction method |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH03279600A (en) * | 1990-03-29 | 1991-12-10 | Hazama Gumi Ltd | Construction method of large cavity |
| CN103821167A (en) * | 2014-03-17 | 2014-05-28 | 北京市政建设集团有限责任公司 | Construction method for subway station body |
| CN204457786U (en) * | 2015-02-04 | 2015-07-08 | 北京市政建设集团有限责任公司 | The large diameter shield tunnel that digs after the dismounting of a kind of B section of jurisdiction builds subway station |
-
2016
- 2016-04-30 CN CN201610277119.2A patent/CN105714856A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH03279600A (en) * | 1990-03-29 | 1991-12-10 | Hazama Gumi Ltd | Construction method of large cavity |
| CN103821167A (en) * | 2014-03-17 | 2014-05-28 | 北京市政建设集团有限责任公司 | Construction method for subway station body |
| CN204457786U (en) * | 2015-02-04 | 2015-07-08 | 北京市政建设集团有限责任公司 | The large diameter shield tunnel that digs after the dismounting of a kind of B section of jurisdiction builds subway station |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110005420A (en) * | 2019-05-21 | 2019-07-12 | 成都市建筑设计研究院 | A kind of ledge tunneling is inverse to build underground structure and construction method |
| CN110017149A (en) * | 2019-05-21 | 2019-07-16 | 成都市建筑设计研究院 | A kind of ledge tunneling is suitable to build underground structure and construction method |
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Application publication date: 20160629 |
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