CN210195766U - Underground structure is built in same direction as digging to hunch lid - Google Patents

Underground structure is built in same direction as digging to hunch lid Download PDF

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Publication number
CN210195766U
CN210195766U CN201920730839.9U CN201920730839U CN210195766U CN 210195766 U CN210195766 U CN 210195766U CN 201920730839 U CN201920730839 U CN 201920730839U CN 210195766 U CN210195766 U CN 210195766U
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China
Prior art keywords
arch
construction
arch cover
pilot tunnel
piles
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CN201920730839.9U
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Chinese (zh)
Inventor
Jianwei Liu
刘建伟
Lei Tao
陶磊
Zhiqiang Lu
卢致强
Yaxin Shi
时亚昕
Peisheng Zhang
张培胜
Yucheng Bai
白玉成
Xiaobing Shen
申小兵
Yang Zhong
钟扬
Qi Wu
吴起
Ping Cao
曹平
Jiwei Li
李冀伟
Wei He
何伟
Kai Tang
唐凯
Yang Liu
刘洋
Jian Zhang
张健
Yuanhong Chen
陈远洪
Peihai Wang
王培海
Dongping Du
杜东平
Qing Tian
田青
Boyang Zhou
周波洋
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Chengdu architectural design and Research Institute Co.,Ltd.
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Chengdu Architectural Design And Research Institute
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Abstract

The utility model provides an underground structure of underground excavation and smooth construction of an arch cover, belonging to the technical field of underground structure construction, comprising a middle pilot tunnel, a side pilot tunnel, an arch cover, side piles and a cushion layer positioned at the bottom; an arch cover is arranged between the two side pilot tunnels and penetrates through a middle pilot tunnel between the two side pilot tunnels; the side piles extend downwards from the side pilot tunnel, and one end, far away from the side pilot tunnel, of each side pile is fixedly arranged with the cushion layer; an inverted arch is arranged on the cushion layer; the side piles are connected with the ground layer in a reinforcing mode through anchor cables. The utility model discloses both can avoid the transportation processing of hole stake method steel-pipe column in narrow pilot tunnel completely, the location is measured, hoist and mount operations such as fixed, the construction degree of difficulty is big, the operational environment is poor, positioning accuracy and difference settlement control require highly, beam column node structure is complicated, construction space is narrow under the board, construction speed is slow, the construction difficult problem that the construction degree of difficulty is big, can avoid arch cover method arch portion again and adopt the excavation of two lateral wall pilot tunnels method to lead to the stratum to subside big shortcoming, the advantage of hole stake method and arch cover method of the while collection is in one.

Description

Underground structure is built in same direction as digging to hunch lid
Technical Field
The utility model relates to an underground structure builds technical field, particularly, relates to an arch cover secretly digs in same direction as building underground structure.
Background
The PBA construction method is a construction method formed by combining the characteristics of a cover excavation method on the basis of the traditional shallow-buried underground excavation subsection excavation method, and the core idea of the construction method is to try to form an integral supporting system which is formed by side piles, middle piles (columns), top and bottom beams and an arch cover, bear the load in the construction process, and sequentially or reversely make a two-lining structure under the protection of a top cover to finally form a permanent bearing system. The PBA construction method is one of shallow-buried and concealed methods, is used for underground excavation stations of subways, is generally designed into a multi-span structure when the geological conditions are poor and the section is large, and is connected with spans through beams and columns.
The arch cover method is a subsurface excavation construction method which is established on the basis of a PBA construction method and is suitable for weathered rock stratums with soft upper parts and hard lower parts. The method has the core idea that the bearing capacity and stability of the lower covering surrounding rock are fully utilized, under the condition of no blasting or weak blasting, the primary support arch buckling construction is carried out in a small pilot tunnel mode of a PBA construction method, meanwhile, a large arch foot scheme is adopted to replace side piles in the PBA construction method, and the primary support and a secondary lining structure of an arch part are supported on stable bedrocks on two sides to form an arch cover; and under the protection of the arch cover, performing underground cover excavation top-down construction or sequential construction. The arch cover method can well solve the problem that the subway engineering faces that the stratum is soft at the top and hard at the bottom, and is very suitable for construction of a weathered rock stratum shallow-buried underground excavation large-span subway station.
Compared with other construction methods such as PBA (Poly Butylene glycol terephthalate) and the like, the arch cover method has the advantages of few pilot holes, few working procedures, few disturbance, small ground settlement, simple support, small waste engineering quantity, no side pile, no temporary support, low manufacturing cost, capability of large-area operation after the arch cover is formed, high efficiency and short construction period. However, the arch cover method has high requirement on the strength of surrounding rocks, and is only suitable for weathered rock formations, particularly soil-rock composite formations with soft upper parts and hard lower parts; in the upper soft and lower hard stratum, the arch cover arch foot needs to be positioned on the stable bedrock, and the station burial depth is limited; the protection of the arch springing is difficult to control by blasting excavation of the lower side wall part of the arch springing. The arch part is excavated by a double-side-wall pit guiding method, so that the stratum sedimentation is large.
SUMMERY OF THE UTILITY MODEL
The utility model provides an arch cover undercut is in same direction as building underground structure aims at solving among the prior art arch cover undercut and is in same direction as building the above-mentioned problem that underground structure exists.
The utility model discloses a realize like this:
an arch cover underground excavation and sequential construction underground structure comprises a middle pilot tunnel, side pilot tunnels, arch covers, side piles and a cushion layer positioned at the bottom;
the arch cover is arranged between the two side pilot tunnels and penetrates through the middle pilot tunnel between the two side pilot tunnels;
the side piles extend downwards from the side pilot tunnels, and one ends, far away from the side pilot tunnels, of the side piles are fixedly arranged with the cushion layers;
an inverted arch is arranged on the cushion layer;
and the side piles are connected with the stratum in a reinforcing manner through anchor cables.
In an embodiment of the present invention, a construction space is formed between two corresponding side piles;
the side face, close to the side pile, of the construction space is provided with side walls, a middle plate is arranged between the side walls on the two sides, and the middle plate is fixedly connected with the side walls on the two sides respectively.
In an embodiment of the present invention, a center pillar for supporting the middle plate is further provided between the middle plate and the inverted arch.
In an embodiment of the present invention, an arch portion large pipe shed is disposed above the arch cover.
The utility model has the advantages that: the utility model discloses both can avoid the transportation processing of hole stake method steel-pipe column in narrow pilot tunnel completely, the location is measured, hoist and mount operations such as fixed, the construction degree of difficulty is big, the operational environment is poor, positioning accuracy and difference settlement control require highly, beam column node structure is complicated, construction space is narrow under the board, construction speed is slow, the construction difficult problem that the construction degree of difficulty is big, can avoid arch cover method arch portion again and adopt the excavation of two lateral wall pilot tunnels method to lead to the stratum to subside big shortcoming, collect the advantage of hole stake method and arch cover method simultaneously and put into one's things, main advantage has:
1) and the excavation is carried out in a small pilot tunnel mode under a transverse arch large pipe shed supporting system, so that vault settlement and stratum settlement are small, and the construction risk is small.
2) Few pilot holes, few working procedures and few disturbance times.
3) The support is simple, the initial support is dismantled a little, and the amount of waste work is small.
4) The load above the vault is transmitted to the side piles through the arch cover secondary lining, so that vault settlement and ground settlement can be controlled conveniently.
5) After the arch cover is formed, large-area operation can be realized, the efficiency is high, and the construction period is shortened.
6) The stratum has wide application range, is suitable for soft soil stratum, soft upper part and hard lower part composite stratum and is also suitable for rock stratum.
7) The arch cover arch foot does not need to be located in the stable bedrock, and the structure burial depth is not limited.
8) When blasting excavation is adopted, the stability influence on the arch springing is smaller in blasting excavation of the side wall part under the arch springing, and the safety is higher.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings that are required to be used in the embodiments will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present invention, and therefore should not be considered as limiting the scope, and for those skilled in the art, other related drawings can be obtained according to the drawings without inventive efforts.
Fig. 1 is a sectional view of an arch cover underground excavated sequential-construction underground structure provided by an embodiment of the present invention;
fig. 2 is a cross-sectional view of the construction method of underground structure covered by arch cover and excavated sequentially after step a according to the embodiment of the present invention;
fig. 3 is a cross-sectional view of the construction method of underground structure covered by arch cover and excavated sequentially after step B;
fig. 4 is a cross-sectional view of the construction method of underground structure covered by arch cover and excavated sequentially after step C;
fig. 5 is a cross-sectional view of the construction method of underground structure covered by arch cover and excavated sequentially after step D according to the embodiment of the present invention;
fig. 6 is a cross-sectional view of the arch cover underground excavation sequential construction method of the underground structure provided by the embodiment of the present invention after step E;
fig. 7 is a cross-sectional view of the construction method of underground structure covered by arch cover and excavated sequentially after step F according to the embodiment of the present invention;
fig. 8 is a cross-sectional view of the construction method of underground structure covered by arch cover and excavated sequentially after step G according to the embodiment of the present invention;
fig. 9 is a cross-sectional view of the construction method of underground structure covered by arch cover and excavated sequentially after step H according to the embodiment of the present invention;
fig. 10 is a cross-sectional view of the construction method of underground structure covered by arch cover and excavated sequentially after step I according to the embodiment of the present invention;
fig. 11 is a cross-sectional view of the arch cover underground excavation sequential underground construction method according to the embodiment of the present invention after step J;
fig. 12 is a cross-sectional view of the arch cover underground excavation sequential underground construction method according to the embodiment of the present invention after step K;
fig. 13 is a cross-sectional view of the arch cover underground excavation method for constructing an underground structure according to the embodiment of the present invention after step L.
Icon: 1-middle pilot hole; 2-guiding the hole; 3-large pipe shed; 4-arch cover; 5-advance support; 6-a crown beam; 7-anchor cable; 8-backfilling the fertilizer groove; 9-cushion layer; 10-inverted arch; 11-a king post; 12-side walls; 13-middle plate; 14-side stakes; 15-steel wale; 16-scaffold.
Detailed Description
To make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the drawings of the embodiments of the present invention are combined to clearly and completely describe the technical solutions of the embodiments of the present invention, and obviously, the described embodiments are some embodiments of the present invention, not all embodiments. Based on the embodiments in the present invention, all other embodiments obtained by a person skilled in the art without creative work belong to the protection scope of the present invention. Thus, the following detailed description of the embodiments of the present invention, presented in the accompanying drawings, is not intended to limit the scope of the invention, as claimed, but is merely representative of selected embodiments of the invention. Based on the embodiments in the present invention, all other embodiments obtained by a person skilled in the art without creative work belong to the protection scope of the present invention.
In the description of the present invention, it is to be understood that the terms indicating orientation or positional relationship are based on the orientation or positional relationship shown in the drawings, and are only for convenience of description and simplification of description, and do not indicate or imply that the equipment or elements referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention.
In the present invention, unless otherwise expressly stated or limited, the terms "mounted," "connected," and "fixed" are to be construed broadly and may, for example, be fixedly connected, detachably connected, or integrally formed; either directly or indirectly through intervening media, either internally or in any other relationship. The specific meaning of the above terms in the present invention can be understood according to specific situations by those skilled in the art.
In the present disclosure, unless otherwise expressly stated or limited, the first feature may comprise both the first and second features directly contacting each other, and also may comprise the first and second features not being directly contacting each other but being in contact with each other by means of further features between them. Also, the first feature being above, on or above the second feature includes the first feature being directly above and obliquely above the second feature, or merely means that the first feature is at a higher level than the second feature. A first feature that underlies, and underlies a second feature includes a first feature that is directly under and obliquely under a second feature, or simply means that the first feature is at a lesser level than the second feature.
Example one
The embodiment provides an arch cover underground excavation and underground construction structure, please refer to fig. 1, which comprises a middle pilot tunnel 1, a side pilot tunnel 2, an arch cover 4, a side pile 14 and a cushion layer 9 at the bottom;
an arch part large pipe shed 3 is arranged above the arch cover 4, the arch cover 4 is arranged between the two side pilot tunnels 2, and the arch cover 4 penetrates through a middle pilot tunnel 1 between the two side pilot tunnels 2;
the side piles 14 extend downwards from the side pilot tunnel 2, the side piles 14 on the same side are longitudinally connected through the pile top crown beam 6, and one end, far away from the side pilot tunnel 2, of the side pile 14 is fixedly arranged with the cushion layer 9; an inverted arch 10 is arranged on the cushion layer 9; the side piles 14 are connected with the ground layer through anchor cables 7 in a reinforcing mode.
A construction space is formed between the two corresponding side piles 14, side walls 12 are arranged on the side faces, close to the side piles 14, of the construction space, middle plates 13 are arranged between the side walls 12 on the two sides, and the middle plates 13 are fixedly connected with the side walls 12 on the two sides respectively. A center pillar 11 for supporting the middle plate 13 is further provided between the middle plate 13 and the inverted arch 10.
The utility model discloses both can avoid the transportation processing, the location measurement of hole stake method steel-pipe column in narrow pilot tunnel, hoist and mount operations such as fixed completely, the construction degree of difficulty is big, and the operational environment is poor, and positioning accuracy and difference settlement control require high, beam column node structure are complicated, construction space under the board is narrow, construction speed is slow, the construction difficult problem that the construction degree of difficulty is big, can avoid again that arch cover method hunch portion adopts the excavation of two lateral wall pilot tunnels method to lead to the stratum to subside big shortcoming.
Example two
The embodiment provides a construction method for an arch cover underground excavation and underground structure sequential building, which is used for constructing the arch cover underground excavation and underground structure provided by the embodiment, and the construction method for the arch cover underground excavation and underground structure sequential building comprises the following steps:
A. the method comprises the steps of constructing a middle pilot tunnel 1 by a step method, excavating an upper step of the middle pilot tunnel 1 by a transverse channel, and arranging a large pipe shed 3 and a small pipe before excavating the middle pilot tunnel 1 or reinforcing the stratum in advance by a deep hole grouting mode to provide an advance support 5 and adding necessary reinforcing measures to the transverse channel of a broken hole entry area. During construction, grouting is backfilled in time after primary support of the back, real-time monitoring and measurement are carried out, and end plugging is carried out in time after the pilot tunnel reaches the head, please refer to fig. 2.
B. An arch big pipe shed 3 is transversely arranged on two sides in the middle pilot tunnel 1, please refer to fig. 3.
C. Under the support of the transverse arch large pipe shed 3, a construction side pilot tunnel 2 is excavated through a transverse channel, during construction, grouting is timely backfilled after the primary support is carried out, real-time monitoring and measurement are carried out, end plugging is timely carried out after the pilot tunnel reaches the head, the primary support of the pilot tunnel is welded with the transverse arch large pipe shed 3, and the connection quality is guaranteed, please refer to fig. 4.
D. And (3) constructing side piles 14 downwards in the side pilot tunnel 2, wherein the side piles 14 can be cast-in-situ bored piles, manually-excavated cast-in-situ bored piles and steel pipe piles, and please refer to fig. 5.
E. Constructing a pile top crown beam 6, an arch cover 4 and a waterproof layer in the side pilot tunnel 2, reserving the arch cover 4, connecting two lining steel bars, and reserving the waterproof layer for connection, please refer to fig. 6.
F. The lower step of the pilot tunnel 1 in the construction is excavated from the transverse channel, during the construction, the grouting is backfilled in time after the back is supported initially, the real-time monitoring and measurement are carried out, and the end plugging is carried out in time after the pilot tunnel reaches the head, please refer to fig. 7.
G. Constructing an arch cover 4 and a waterproof layer in the middle pilot tunnel 1, reserving the arch cover 4, connecting two lining steel bars, reserving the waterproof layer, twisting, and reserving a scaffold 16 system until the arch cover 4 forms a complete stress structure, please refer to fig. 8.
H. Under the support of the transverse arch large pipe shed 3, the residual soil mass of the arch is excavated by a transverse channel by a step method, during construction, grouting is timely backfilled after the arch is supported at the back, real-time monitoring and measurement are carried out, and end plugging is timely carried out after a pilot tunnel reaches the head, please refer to fig. 9.
I. And (3) removing the grid steel frames of the side pilot tunnels 2 and the middle pilot tunnel 1, constructing the residual arch cover 4, namely the secondary lining and the waterproof layer, and strictly controlling the longitudinal removal length of the grid steel frames of the pilot tunnels according to monitoring measurement, wherein the longitudinal removal length is not more than 6 m. And (3) dismantling the scaffold 16 in the middle pilot tunnel 1 after the concrete of the arch cover 4 reaches the designed strength, please refer to fig. 10.
J. Excavating step by step to 0.5m below the anchor cable 7, constructing the steel waist beam 15 and the anchor cable 7 in time, and excavating the anchor cable 7 to the substrate continuously by adopting the prestressed anchor cable 7 and the anchor rod. In order to avoid large disturbance to the pit bottom soil, mechanical excavation can only be carried out to the position of 300mm above the cushion layer 9, and the rest is carried out by manual excavation; please refer to fig. 11 for the net-jet support between piles along with excavation construction.
K. Leveling a ground mould, backfilling a fertilizer groove 8, paving a cushion layer 9 and a waterproof layer, and pouring an inverted arch 10 structure, please refer to fig. 12.
And L, backfilling the fertilizer groove 8, paving a waterproof layer from bottom to top, pouring a side wall 12, a middle column 11 and a middle plate 13, and sealing the main structure. The joints of the first-pouring part and the later-pouring part of the side wall 12 below the arch cover 4 are constructed by adopting a funnel pouring method, concrete is densely poured by means of pouring pressure and vibration of a vibrating rod, a grouting pipe is adopted at a construction joint, two water-swelling polyurethane water-stop adhesives are coated on the surface of the construction joint, and a cement-based capillary crystalline waterproof coating is coated on the surface of the construction joint, please refer to fig. 13.
The utility model discloses both can avoid the transportation processing of hole stake method steel-pipe column in narrow pilot tunnel completely, the location is measured, hoist and mount operations such as fixed, the construction degree of difficulty is big, the operational environment is poor, positioning accuracy and difference settlement control require highly, beam column node structure is complicated, construction space is narrow under the board, construction speed is slow, the construction difficult problem that the construction degree of difficulty is big, can avoid arch cover method arch portion again and adopt the excavation of two lateral wall pilot tunnels method to lead to the stratum to subside big shortcoming, collect the advantage of hole stake method and arch cover method simultaneously and put into one's things, main advantage has:
1) excavation is carried out in a small pilot tunnel mode under a transverse arch large pipe shed 3 supporting system, vault settlement and stratum settlement are small, and construction risks are small.
2) Few pilot holes, few working procedures and few disturbance times.
3) The support is simple, the initial support is dismantled a little, and the amount of waste work is small.
4) The load above the vault is transmitted to the side piles 14 through the two linings of the arch cover 4, and vault settlement and ground settlement are controlled conveniently.
5) After the arch cover 4 is formed, large-area operation can be realized, the efficiency is high, and the construction period is shortened.
6) The stratum has wide application range, is suitable for soft soil stratum, soft upper part and hard lower part composite stratum and is also suitable for rock stratum.
7) The arch cover 4 arch feet do not need to be positioned on the stable bedrock, and the structure burial depth is not limited.
8) When blasting excavation is adopted, the blasting excavation of the 12 parts of the lower side wall of the arch springing has small influence on the stability of the arch springing, and the safety is higher.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.

Claims (4)

1. An arch cover underground excavation and sequential construction underground structure is characterized by comprising a middle pilot tunnel, side pilot tunnels, arch covers, side piles and a cushion layer positioned at the bottom;
the arch cover is arranged between the two side pilot tunnels and penetrates through the middle pilot tunnel between the two side pilot tunnels;
the side piles extend downwards from the side pilot tunnels, and one ends, far away from the side pilot tunnels, of the side piles are fixedly arranged with the cushion layers;
an inverted arch is arranged on the cushion layer;
and the side piles are connected with the stratum in a reinforcing manner through anchor cables.
2. The arched cover underground excavated sequential-construction underground structure according to claim 1, wherein a construction space is formed between the corresponding two side piles;
the side face, close to the side pile, of the construction space is provided with side walls, a middle plate is arranged between the side walls on the two sides, and the middle plate is fixedly connected with the side walls on the two sides respectively.
3. The arch cover underground excavation and forward-construction underground structure according to claim 2, wherein a center pillar for supporting the center slab is further provided between the center slab and the inverted arch.
4. The underground structure of claim 3, wherein an arch cover is provided with an arch shed.
CN201920730839.9U 2019-05-21 2019-05-21 Underground structure is built in same direction as digging to hunch lid Active CN210195766U (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201920730839.9U CN210195766U (en) 2019-05-21 2019-05-21 Underground structure is built in same direction as digging to hunch lid

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201920730839.9U CN210195766U (en) 2019-05-21 2019-05-21 Underground structure is built in same direction as digging to hunch lid

Publications (1)

Publication Number Publication Date
CN210195766U true CN210195766U (en) 2020-03-27

Family

ID=69875741

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201920730839.9U Active CN210195766U (en) 2019-05-21 2019-05-21 Underground structure is built in same direction as digging to hunch lid

Country Status (1)

Country Link
CN (1) CN210195766U (en)

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Address after: 610017 No. 4, floor 1, building 1, No. 28, dongchenggenxia street, Qingyang District, Chengdu, Sichuan

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