CN103775092A - Tunnel shallow-buried excavation reserved core soil improved CRD construction method - Google Patents

Tunnel shallow-buried excavation reserved core soil improved CRD construction method Download PDF

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Publication number
CN103775092A
CN103775092A CN201410010820.9A CN201410010820A CN103775092A CN 103775092 A CN103775092 A CN 103775092A CN 201410010820 A CN201410010820 A CN 201410010820A CN 103775092 A CN103775092 A CN 103775092A
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stage
construction
inverted arch
core soil
arch
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CN201410010820.9A
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Chinese (zh)
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CN103775092B (en
Inventor
唐振兴
敖鹏
康宝
秦燕华
沈建海
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长业建设集团有限公司
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Abstract

The invention discloses a tunnel shallow-buried excavation reserved core soil improved CRD construction method. According to the tunnel shallow-buried excavation reserved core soil improved CRD construction method, a whole tunnel section is divided into an upper left step cavity, an upper right step cavity, a lower left step cavity and a lower right step cavity, the two upper step cavities are merged to enlarge the cavity space, an upper step is excavated with the core soil reservation method, an arch steel frame is formed immediately, then a temporary inverted arch is constructed, a ring is formed through fast sealing, and then a middle partition wall and the two lower step cavities are constructed properly according to the excavation process of all cavities. The tunnel shallow-buried excavation reserved core soil improved CRD construction method has the advantages that mechanical construction is facilitated, working efficiency is high, and the construction period is short.

Description

Tunnels in Shallow Buried tunneling remaining core soil in advance improvement CRD construction
Technical field
The present invention discloses a kind of Tunnels in Shallow Buried tunneling remaining core soil in advance improvement CRD construction, belongs to the technical field of Tunnels in Shallow Buried tunneling CRD construction.
Background technology
In recent years, along with continuous progress and the innovation of tunnel construction technology, emerged that many technology are reliable, the construction method of technical maturity in Tunnel Passing shallow buried covered excavation location, CRD method is exactly one.But the method is because of when excavation, to cut apart space, cavern little, is generally only suitable for hand excavation, and mechanical execution is limited, and inefficiency seriously restricts the duration.
Summary of the invention
The object of this invention is to provide a kind of mechanical execution, operating efficiency is high, the duration is short Tunnels in Shallow Buried tunneling remaining core soil in advance improvement CRD construction be convenient to.
For achieving the above object, the technical solution adopted in the present invention is:
A kind of Tunnels in Shallow Buried tunneling remaining core soil in advance improvement CRD construction, whole tunnel cross-section is divided into totally 4 caverns, up/down steps left and right, merge the Liang Bu cavern of topping bar, expand space, cavern, the reserved core local method excavation that is not less than section 50% is topped bar, existing side by side is moulding arch steelframe, make country rock or soil layer surface form closely connected thin wall type supporting and protection structure, utilize the first change of Core Soil pressure and preliminary bracing control country rock, apply again interim inverted arch and seal into fast ring, then apply mid-board according to each portion cavern excavation progress in good time, this engineering method can be given full play to the jointly stressed of support system and temporary supporting, effectively controlling vault sinks and convergent deformation, thereby reach mechanized construction safety and stability, improve the object of work efficiency.Specifically comprise the steps:
Unwrapping wire → arch advanced tubule supporting → upper left stage portion measured by upper left stage portion and upper right stage portion base tunnel and upper right stage portion merges excavation with guide pit, slag tap, and the base tunnel arch steelframe spray anchor Construction of Supporting of remaining core soil in advance → carry out upper left stage portion and upper right stage portion → excavate Core Soil, construction of central division wall → lower-left, top stage portion base tunnel between slag tap → interim inverted arch installation → upper left stage portion and upper right stage portion is measured unwrapping wire → lower-left stage portion excavation with guide pit, the base tunnel abutment wall preliminary bracing of slag tap → lower-left stage portion, the preliminary bracing of base tunnel inverted arch and construction of central division wall → bottom right, bottom stage portion base tunnel are measured unwrapping wire → bottom right stage portion excavation with guide pit, inverted arch steel bar concrete construction (carrying out the mixed earth construction of reinforcing bar on the base tunnel inverted arch preliminary bracing position of lower-left stage portion and bottom right the stage portion) → inverted arch secondary lining of the base tunnel abutment wall preliminary bracing of slag tap → bottom right stage portion and base tunnel inverted arch preliminary bracing → lower-left stage portion and bottom right stage portion, inverted arch is filled construction → top mid-board, interim inverted arch, bottom mid-board is removed.
As the further setting of such scheme, described ductule adopts hot rolled seamless steel tube, and steel pipe front end is made glut shape, and outer dip angle is 5~10 degree, and longitudinal lap joint length should not be less than 1000mm.Within the scope of the anterior 2.0m of pipe shaft, by quincuncial arrangement, bore the injected hole of φ 8~10mm, so that steel pipe enters after bottom the slip casting of country rock space.
The 50%(that described Core Soil area must not be less than excavated section be reserved Core Soil area be not less than upper left stage portion and upper right stage portion section summation area 1/2).
Described base tunnel arch steelframe spray anchor Construction of Supporting specifically comprises first at the thick concrete of arch spray 5cm, after concrete solidifies, then set up arch steelframe, lock pin ductule is installed, be drilled with system anchor bolt by designing requirement, after extension steel mesh reinforcement, multiple pneumatically placed concrete is to design thickness.
Described interim inverted arch is installed and is specifically comprised first at the thick concrete of base tunnel base injcction 15cm, after concrete solidifies, interim inverted arch steelframe is installed again, and the end, two of left and right of interim inverted arch steelframe is supported steelframe in corresponding side with base tunnel arch steelframe spray anchor respectively and is fixed and is connected, and seals into ring.When Specific construction, interim inverted arch steelframe and base tunnel arch steelframe spray anchor support employing bolt and L-type Plate Welding are firm, seal into ring, between adjacent two Pin steelframes, reliably connect with longitudinal reinforcement.
Described bottom construction of central division wall specifically comprises first installs mid-board steelframe, then on mid-board steelframe linked network sprayed mortar.
Described inverted arch secondary lining, inverted arch are filled construction and are specifically comprised the construction of first carrying out inverted arch secondary lining, inverted arch filling in lower-left stage portion, then carry out the construction of inverted arch secondary lining, inverted arch filling in bottom right stage portion.
Described interim inverted arch, top mid-board, the dismounting of bottom mid-board specifically comprise first removes top mid-board, then removes right one side of something of interim inverted arch, then removes left one side of something of interim inverted arch, finally removes bottom mid-board.
Cavern is cut apart in the present invention to break the whole up into parts, by adjusting excavating sequences and temporary supporting order, merge the Liang Bu cavern of topping bar, remaining core soil in advance method excavation, first do interim inverted arch and make again mid-board, under the guidance of monitoring measurement data, rationally control each portion construction rhythm, given full play to the stress performance of support system, seal into fast ring.Under the prerequisite that guarantees safe construction, accelerate construction speed, reached safe, quick, economic effect.
Beneficial effect of the present invention is:
1. remaining core soil in advance improvement CRD method has been adjusted excavating sequences and temporary supporting order, and the Liang Bu cavern of first topping bar merges, and remaining core soil in advance method excavation is topped bar, and to exist side by side be moulding arch steelframe, then apply interim inverted arch, after apply mid-board;
2. remaining core soil in advance improvement CRD method has been given full play to the supporting role of interim inverted arch and mid-board, and is aided with advanced tubule, linked network and shaped steel concrete spraying support and has effectively controlled vault and sink and convergent deformation, more conventional CRD method safety and stability;
3. remaining core soil in advance improvement CRD method has expanded space, cavern, and operation is simplified, and changes lessly, is convenient to mechanical work, has accelerated construction speed;
4. can effectively adopt monitoring measurement, information system management means guiding construction, makes tunnel piercing in dynamically controlled state.
This engineering method is applicable to construction of tunnel track clearance clear height and is not more than 5.0m, and clear span is not more than the tunnel portal of 12.0m, the shallow embedding of IV level country rock geology, bias voltage location, the constructing tunnel in the above loose wall rock geology of V level (sliding mass section) and particular surroundings location; Can be applied to the underground project dug underground construction of other similar geological conditions.
Below in conjunction with the drawings and specific embodiments, the invention will be further described.
Accompanying drawing explanation
Fig. 1 is construction technology schematic diagram of the present invention;
Fig. 2 excavates upper left stage portion and upper right stage portion in the present invention, and the schematic diagram of remaining core soil in advance operation;
Fig. 3 is the schematic diagram of base tunnel arch steelframe spray anchor Construction of Supporting operation in the present invention;
Fig. 4 excavates the schematic diagram that interim inverted arch operation is installed after Core Soil in the present invention;
Fig. 5 is the schematic diagram of top mid-board operation of constructing in the present invention;
Fig. 6 excavates lower-left stage portion in the present invention, the schematic diagram of the preliminary bracing of base tunnel abutment wall, the preliminary bracing of base tunnel inverted arch and the bottom construction of central division wall operation of lower-left stage portion;
Fig. 7 excavates bottom right stage portion in the present invention, the base tunnel abutment wall preliminary bracing of bottom right stage portion, the schematic diagram of base tunnel inverted arch preliminary bracing working procedure;
Fig. 8 is the working procedure schematic diagram that in the present invention, lower-left stage portion is carried out inverted arch secondary lining, inverted arch filling;
Fig. 9 is the working procedure schematic diagram that in the present invention, bottom right stage portion is carried out inverted arch secondary lining, inverted arch filling;
Figure 10 is the schematic diagram of removing top mid-board operation in the present invention;
Figure 11 is the schematic diagram of removing the interim inverted arch operation of right one side of something in the present invention;
Figure 12 is the schematic diagram of removing the interim inverted arch operation of left one side of something in the present invention;
Figure 13 is the schematic diagram of removing bottom mid-board operation in the present invention;
Figure 14 is axis direction excavation step pitch figure of the present invention.
The specific embodiment
As shown in figure 1 to figure 13, Tunnels in Shallow Buried tunneling remaining core soil in advance improvement CRD construction of the present invention, is divided into up/down steps left and right by whole tunnel cross-section and constructs totally 4 caverns, specifically comprises the steps:
Upper left stage portion 1 and upper right stage portion 3 base tunnels measurement advanced tubule supporting → upper left, unwrapping wire → arch stage portion 1 and upper right stage portion 3 merge excavation with guide pit, slag tap, and the base tunnel arch steelframe spray anchor of remaining core soil in advance 5 → carry out upper left stage portion 1 and upper right stage portion 3 supports 6 Core Soils 5 of constructing → excavate, construct → lower-left of top mid-board 8 stage portion 2 base tunnels between slag tap → interim inverted arch 7 install → upper left stage portion 1 and upper right stage portion 3 are measured unwrapping wire → lower-left stage portion 2 excavation with guide pits, the base tunnel abutment wall preliminary bracing 9 of slag tap → lower-left stage portion 2, base tunnel inverted arch preliminary bracing 10 and construct → bottom right of bottom mid-board 11 stage portion 4 base tunnels are measured unwrapping wire → bottom right stage portion 4 excavation with guide pits, the inverted arch steel bar concrete construction → inverted arch secondary lining 14 of the base tunnel abutment wall preliminary bracing 12 of slag tap → bottom right stage portion 4 and base tunnel inverted arch preliminary bracing 13 → lower-left stage portion 2 and bottom right stage portion 4, inverted arch is filled 15 construction → top mid-boards 8, interim inverted arch 7, bottom mid-board 11 is removed.
Above-mentioned ductule adopts hot rolled seamless steel tube, and steel pipe front end is made glut shape, and outer dip angle is 5~10 degree, and longitudinal lap joint length should not be less than 1000mm.
Above-mentioned Core Soil 5 areas must not be less than 50% of excavated section.
Above-mentioned base tunnel arch steelframe spray anchor supports 6 constructions and specifically comprises the first thick concrete of 5cm that sprays in arch, after concrete solidifies, then sets up arch steelframe.
Above-mentioned interim inverted arch 7 is installed and is specifically comprised first at the thick concrete of base tunnel base injcction 15cm, after concrete solidifies, interim inverted arch steelframe is installed again, the end, two of left and right of interim inverted arch steelframe is supported steelframe in 6 corresponding sides with base tunnel arch steelframe spray anchor respectively and is fixed and is connected, and seals into ring.
Above-mentioned bottom mid-board 11 is constructed and is specifically comprised mid-board steelframe is first installed, then on mid-board steelframe linked network sprayed mortar.
Above-mentioned inverted arch secondary lining 14, inverted arch are filled 15 constructions and are specifically comprised the construction of first carrying out inverted arch secondary lining 14, inverted arch filling 15 in lower-left stage portion 2, then carry out the construction of inverted arch secondary lining 14, inverted arch filling 15 in bottom right stage portion 4.
Above-mentioned interim inverted arch 7, top mid-board 8, bottom mid-board 11 are removed and are specifically comprised and first remove top mid-board 8, then remove right one side of something of interim inverted arch 7, then remove left one side of something of interim inverted arch 7, finally remove bottom mid-board 11.
Axis direction excavation step pitch of the present invention, is shown in Figure 14.Wherein, crucial excavating sequences, as follows:
Hysteresis top mid-board 3~5m, excavation lower-left stage portion 2 base tunnels, manual amendment excavation face, installs lower-left stage portion 2 base tunnel preliminary bracing abutment wall steelframes and upper left stage portion 1 base tunnel steelframe with bolts firmly, and lock pin ductule and system anchor bolt are installed in boring.Docking abutment wall steelframe, installs inverted arch steel and supports.Frame is made portion's mid-board 11 steelframes, aligns with top mid-board 8 steelframe joints, must not misplace, and adopts L-type steel plate and inverted arch steelframe firm welding.Sealing lower-left stage portion 2 base tunnel supporting and protection structure, apply lower-left stage portion 2 base tunnel abutment walls, inverted arch, and linked network sprayed mortar is strengthened bottom mid-board 11.
Hysteresis lower-left stage portion 2 excavation with guide pit face 5~8m, excavation bottom right stage portion 4 base tunnels, coordinate manual amendment, abutment wall preliminary bracing steelframe is first installed and is aimed at and be connected firmly with upper right stage portion 3 base tunnel steelframes.Lock pin ductule, installation system anchor pole are installed in boring.Stage portion 4 inverted arch part steelframes in bottom right are installed again, are alignd with lower-left stage portion 2 base tunnel inverted arch steelframe joints, after being connected firmly, apply bottom right stage portion 4 abutment walls and inverted arch.
Hysteresis bottom right stage portion 4 excavation with guide pit face 5~10m, apply lower-left stage portion 2 base tunnels two and serve as a contrast inverted arch steel concrete.First clear up inverted arch and just prop up, high pressure water flushing wash clean, digs mid-board bottom to inverted arch packed height.Two lining inverted arch reinforcing bars are installed, are built two lining inverted arch concrete (fill and two lining inverted arch synchronous constructions, lag behind 2~4h after two lining inverted arch initial sets), inverted arch is built Duan Yingshe trestle, in case impact excavation and supporting.
Stage portion 2 base tunnel inverted arch in hysteresis lower-left are filled 5~10m, apply bottom right stage portion 4 base tunnels two and serve as a contrast inverted arch steel concrete and filling.Working procedure is with lower-left stage portion 2 base tunnels.
The present invention is based on New Austrian Tunneling Method construction basic principle, on the basis of existing CRD method, adjust excavating sequences and temporary supporting order, whole tunnel cross-section is divided into totally 4 caverns, up/down steps left and right, merge the Liang Bu cavern of topping bar, expand space, cavern, the reserved core local method excavation that is not less than section 50% is topped bar, existing side by side is moulding arch steelframe, make country rock or soil layer surface form closely connected thin wall type supporting and protection structure, utilize the first change of Core Soil pressure and preliminary bracing control country rock, apply again interim inverted arch and seal into fast ring, then apply mid-board according to each portion cavern excavation progress in good time, this engineering method can be given full play to the jointly stressed of support system and temporary supporting, effectively controlling vault sinks and convergent deformation, thereby reach mechanized construction safety and stability, improve the object of work efficiency.
In a word, performance analysis of the present invention is as follows:
1. adopt the construction of remaining core soil in advance improvement CRD method; excavating sequences and temporary supporting order are adjusted; apply mid-board and interim inverted arch in good time; expand cavern and applied space; be convenient to mechanical execution; and can give full play to the jointly stressed of support system and temporary support structures, guarantee structure construction safety, successfully solved Shallow-buried, special unfavorable geology and had protection facility location constructing tunnel duration anxiety, complex process, interfere with each other the difficult problems such as large, ground settlement control.
2. remaining core soil in advance improvement CRD method construction, operation conversion and interference are few, have reduced the mid-board spray concrete of topping bar, anchor pole and bottom lock pin ductule technique, save manually and drop into approximately 30%, and excavation supporting is faster more than 25% than conventional CRD method speed.Inverted arch two linings can be immediately following applying, and comprehensive cavitation speed improves approximately 20%.Every cavitation linear meter(lin.m.) is saved cost compared with conventional CRD method approximately 2800 yuan, has good economic benefits.
3. remaining core soil in advance improvement CRD engineering method operation is simple, and progress is fast, and each portion construction rhythm can be rationally controlled in cost saving under the guidance of monitoring measurement data, gives full play to the jointly stressed of support system and temporary support structures, and safety is secure.In the shallow embedding of construction of tunnel IV level country rock geology, bias voltage location, the underground project dug underground construction of the constructing tunnel in the above loose wall rock geology of V level (sliding mass section) and particular surroundings location or other similar geological conditions all has popularizing value and application prospect widely.
Above-described embodiment is only for the inventive concept of the present invention of explaining, but not restriction to rights protection of the present invention, allly utilizes this design to carry out the change of unsubstantiality to the present invention, all should fall into protection scope of the present invention.

Claims (8)

1. a Tunnels in Shallow Buried tunneling remaining core soil in advance improvement CRD construction, is characterized in that whole tunnel cross-section is divided into up/down steps left and right constructs 4 caverns totally, specifically comprises the steps:
Unwrapping wire → arch advanced tubule supporting → upper left stage portion measured by upper left stage portion and upper right stage portion base tunnel and upper right stage portion merges excavation with guide pit, slag tap, and the base tunnel arch steelframe spray anchor Construction of Supporting of remaining core soil in advance → carry out upper left stage portion and upper right stage portion → excavate Core Soil, construction of central division wall → lower-left, top stage portion base tunnel between slag tap → interim inverted arch installation → upper left stage portion and upper right stage portion is measured unwrapping wire → lower-left stage portion excavation with guide pit, the base tunnel abutment wall preliminary bracing of slag tap → lower-left stage portion, the preliminary bracing of base tunnel inverted arch and construction of central division wall → bottom right, bottom stage portion base tunnel are measured unwrapping wire → bottom right stage portion excavation with guide pit, the inverted arch steel bar concrete construction → inverted arch secondary lining of the base tunnel abutment wall preliminary bracing of slag tap → bottom right stage portion and base tunnel inverted arch preliminary bracing → lower-left stage portion and bottom right stage portion, inverted arch is filled construction → top mid-board, interim inverted arch, bottom mid-board is removed.
2. Tunnels in Shallow Buried tunneling remaining core soil in advance improvement CRD construction as claimed in claim 1, it is characterized in that: described ductule adopts hot rolled seamless steel tube, steel pipe front end is made glut shape, and outer dip angle is 5~10 degree, and longitudinal lap joint length should not be less than 1000mm.
3. Tunnels in Shallow Buried tunneling remaining core soil in advance improvement CRD construction as claimed in claim 1, is characterized in that: described Core Soil area must not be less than 50% of excavated section.
4. Tunnels in Shallow Buried tunneling remaining core soil in advance improvement CRD construction as claimed in claim 1, it is characterized in that: described base tunnel arch steelframe spray anchor Construction of Supporting specifically comprises first at the thick concrete of arch spray 5cm, after concrete solidifies, then set up arch steelframe.
5. Tunnels in Shallow Buried tunneling remaining core soil in advance improvement CRD construction as claimed in claim 1, it is characterized in that: described interim inverted arch is installed and specifically comprised first at the thick concrete of base tunnel base injcction 15cm, after concrete solidifies, interim inverted arch steelframe is installed again, the end, two of left and right of interim inverted arch steelframe is supported steelframe in corresponding side with base tunnel arch steelframe spray anchor respectively and is fixed and is connected, and seals into ring.
6. Tunnels in Shallow Buried tunneling remaining core soil in advance as claimed in claim 1 improvement CRD construction, is characterized in that: described bottom construction of central division wall specifically comprises first installs mid-board steelframe, then on mid-board steelframe linked network sprayed mortar.
7. Tunnels in Shallow Buried tunneling remaining core soil in advance improvement CRD construction as claimed in claim 1, it is characterized in that: described inverted arch secondary lining, inverted arch are filled construction and specifically comprised the construction of first carrying out inverted arch secondary lining, inverted arch filling in lower-left stage portion, then carry out the construction of inverted arch secondary lining, inverted arch filling in bottom right stage portion.
8. Tunnels in Shallow Buried tunneling remaining core soil in advance improvement CRD construction as claimed in claim 1, it is characterized in that: described interim inverted arch, top mid-board, the dismounting of bottom mid-board specifically comprise first removes top mid-board, remove again right one side of something of interim inverted arch, then remove left one side of something of interim inverted arch, finally remove bottom mid-board.
CN201410010820.9A 2014-01-09 2014-01-09 Tunnels in Shallow Buried tunneling remaining core soil in advance improvement CRD construction CN103775092B (en)

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Cited By (10)

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CN104533428A (en) * 2014-11-28 2015-04-22 大连市市政设计研究院有限责任公司 Steep cliff tunnel hole excavation construction method
CN104533465A (en) * 2015-01-14 2015-04-22 中南大学 Temporary supporting structure for tunnel construction
CN104632235A (en) * 2015-02-04 2015-05-20 北京市政建设集团有限责任公司 Method for expanding excavation of large-diameter shield tunnel for subway station construction through pile arch wall support
CN105736001A (en) * 2016-03-31 2016-07-06 济南轨道交通集团有限公司 Construction method for building subway station through precast parts
CN107218064A (en) * 2017-07-19 2017-09-29 北京建工土木工程有限公司 A kind of large cross-section tunnel changes support and two lining construction methods
CN107905814A (en) * 2017-10-20 2018-04-13 长安大学 Large span loess tunnel top bar CD construction methods
CN110080782A (en) * 2019-05-13 2019-08-02 中铁二院工程集团有限责任公司 A kind of construction method suitable for soft rock concordant tunnel
CN110242305A (en) * 2019-06-25 2019-09-17 北京市市政工程设计研究总院有限公司 A kind of inclined shaft applies the construction technique in main hole into single side heading method
CN110792449A (en) * 2019-10-29 2020-02-14 凌贤长 Rapid underground excavation construction method for large-span shallow tunnel
CN110821502A (en) * 2019-11-29 2020-02-21 中铁隧道局集团有限公司 Novel construction method for entrance section of weak surrounding rock large-span mountain tunnel

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CN104533428A (en) * 2014-11-28 2015-04-22 大连市市政设计研究院有限责任公司 Steep cliff tunnel hole excavation construction method
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CN104533465A (en) * 2015-01-14 2015-04-22 中南大学 Temporary supporting structure for tunnel construction
CN104632235A (en) * 2015-02-04 2015-05-20 北京市政建设集团有限责任公司 Method for expanding excavation of large-diameter shield tunnel for subway station construction through pile arch wall support
CN105736001A (en) * 2016-03-31 2016-07-06 济南轨道交通集团有限公司 Construction method for building subway station through precast parts
CN107218064A (en) * 2017-07-19 2017-09-29 北京建工土木工程有限公司 A kind of large cross-section tunnel changes support and two lining construction methods
CN107905814B (en) * 2017-10-20 2019-08-13 长安大学 Large span loess tunnel top bar CD construction method
CN107905814A (en) * 2017-10-20 2018-04-13 长安大学 Large span loess tunnel top bar CD construction methods
CN110080782A (en) * 2019-05-13 2019-08-02 中铁二院工程集团有限责任公司 A kind of construction method suitable for soft rock concordant tunnel
CN110242305A (en) * 2019-06-25 2019-09-17 北京市市政工程设计研究总院有限公司 A kind of inclined shaft applies the construction technique in main hole into single side heading method
CN110242305B (en) * 2019-06-25 2020-09-01 北京市市政工程设计研究总院有限公司 Construction process method for constructing main tunnel by inclined shaft entering single side wall pit guiding method
CN110792449A (en) * 2019-10-29 2020-02-14 凌贤长 Rapid underground excavation construction method for large-span shallow tunnel
CN110821502A (en) * 2019-11-29 2020-02-21 中铁隧道局集团有限公司 Novel construction method for entrance section of weak surrounding rock large-span mountain tunnel

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