CN106979013A - A kind of excavation construction method for the large section tunnel for biasing Shallow-Buried Soft Rock - Google Patents
A kind of excavation construction method for the large section tunnel for biasing Shallow-Buried Soft Rock Download PDFInfo
- Publication number
- CN106979013A CN106979013A CN201710223968.4A CN201710223968A CN106979013A CN 106979013 A CN106979013 A CN 106979013A CN 201710223968 A CN201710223968 A CN 201710223968A CN 106979013 A CN106979013 A CN 106979013A
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- Prior art keywords
- excavation
- right sides
- shallow
- steelframe
- tunnel
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Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D15/00—Props; Chocks, e.g. made of flexible containers filled with backfilling material
- E21D15/50—Component parts or details of props
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
Abstract
The invention discloses a kind of excavation construction method for the large section for biasing Shallow-Buried Soft Rock, face is divided into left and right two large divisions with interim median septum wall；Face or so two parts are excavated simultaneously by three step five-step approaches.The step excavating load of three step five of median septum designed by the present invention when geological conditions changes, can flexibly, change working procedure in time, adjust construction method, reduce the construction period.Excavation method step is simple, it is reliable to excavate, and the excavation in particular biasing the large section tunnel of Shallow-Buried Soft Rock provides important leverage, and fault rate is low, improves the project level of profitability.Traditional lock foot anchoring stock instead of using lock pin anchor tube, also improve the stability of structure, simultaneously so that passing through fastener for connection one entirety of formation between each steelframe by the way of steelframe is fixed steel pipe, improve system bearing load, it is more preferable to the fixed effect of steelframe, it is highly beneficial to control tunnel deformation.
Description
Technical field
The present invention relates to technical field of tunnel construction, in particular to a kind of opening for large section for biasing Shallow-Buried Soft Rock
Cut construction method.
Background technology
As western region highway construction extends to mountain area, road comfort level requires lifting, builds the substantial amounts of highway mountain ridge
Tunnel turns into inevitable trend.When running into the poor tunnel of wall rock geology condition, CD methods, CRD methods etc. is typically taken to apply
Work method.CD methods and CRD methods are to the overall section construction of country rock than advantageous, and the control especially to the settling amount of vault is more closed
Reason.But when running into the large section tunnel of bias, shallow embedding, weak surrounding rock, because tunnel cross-section is too big, using CD methods and
When CRD methods carry out overall section construction, cause progress slow, had a strong impact on the tunnel holing through time, the project of improving is put into
This.
The content of the invention
Present invention aim to solve above-mentioned background technology it is not enough there is provided a kind of easy construction, progress it is fast, can be right
A kind of excavation of the large section for bias Shallow-Buried Soft Rock that bias, shallow embedding and the weak surrounding rock in tunnel control effectively is applied
Work method.
In order to achieve this, the excavation construction method of the large section for biasing Shallow-Buried Soft Rock designed by the present invention,
It is characterized in that：It comprises the following steps：
1) tunnel initial excavation, is carried out using CRD methods, interim mid-board is set；
2) face of constructing tunnel, is divided into the left and right sides by boundary of interim mid-board, by the left and right sides of face
Respectively by being manually divided into three layers of excavation portion of upper, middle and lower and tunnel bottom excavation portion；
3), apply after the advance support of arch, while excavating the upper excavation portion of the face left and right sides, reserve top core
Soil, while excavating the middle excavation portion of the face left and right sides, reserves central core soil, central core soil is located at top Core Soil
Front (using with excavating direction in opposite direction as front) simultaneously makes the soil layer that do not excavate of the native left and right sides of central core be excavated with upper
The soil layer of the excavation formation step of the portion left and right sides, while excavating the lower excavation portion of the face left and right sides, reserves lower core
Soil, makes lower core cubsoil be located at central core soil front (using with excavating direction in opposite direction as front) and make central core soil
The soil layer of excavation for the not excavating soil layer and the upper excavation portion left and right sides formation step of the left and right sides；Face left and right sides it is upper in
Lower three layers of excavation portion carries out just spray concrete operation in tunnel wall immediately after excavating, sprayed on just spray concrete, anchor, net supporting construction
And steelframe is set up in spray, anchor, net supporting, steelframe both sides are close to more than the arch springing of steelframe and set up lock pin anchor tube, arch springing anchor tube
After steelframe firm welding, on steelframe being sprayed concrete again operates to design thickness；
4), carry out applying performing for inverted arch preliminary bracing and secondary lining on multiple spray concrete, while to face or so two
The tunnel bottom excavation portion of side is excavated；
5), face pushes ahead construction along tunnel direction, and applies interim mid-board, repeat step 2~4, until complete
Into after the overall excavation in tunnel and inverted arch preliminary bracing, interim mid-board is removed, inverted arch is applied.
Further, the height ratio in three layers of excavation portion of upper, middle and lower is 1 in the step 2：2：3, the tunnel bottom excavation portion
Top surface and the bottom surface in lower excavation portion are coplanar.
Further, in the step 2 the overall excavation portion that the upper excavation portion of the face left and right sides is formed mistake across
Than being not more than 0.3.
Further, the excavation height in the middle excavation portion of the face left and right sides is 3-3.5 meters in the step 2, described
The excavation height in the lower excavation portion of the face left and right sides is 3-4 meters.
Further, steelframe is I-steel bow member in the step 3, and three layers of the upper, middle and lower of the face left and right sides is opened
The cyclic advance that excavates in digging portion determines that maximum must not exceed 1.5 meters all in accordance with the spacing between adjacent two I-steel bow members.
Further, more than the arch springing of steelframe at 30 cm heights, it is being close to steelframe both sides in the step 3 and is setting up lock pin
The angle in anchor tube, lock pin anchor tube and Rock Joints Surrounding face is 90 °.
Further, the middle excavation portion of the face left and right sides is close close to the side ratio of tunnel wall in the step 3
Excavate fast 2-3 meters of progress in the side of interim mid-board；Side ratio of the lower excavation portion of the face left and right sides close to tunnel wall
Fast 2-3 meters of progress is excavated close to the side of interim mid-board.Excavation progress refers to the depth along the construction direction excavation in tunnel.
It is preferred that, inverted arch preliminary bracing applies drilling depth length for 2-3 meters in the step 4.
It is preferred that, the section length of inverted arch is 4-6 meters in the step 5.
The beneficial effects of the invention are as follows：The step excavating load of three step five of median septum designed by the present invention is sent out in geological conditions
During changing, can flexibly, change working procedure in time, adjust construction method, reduce the construction period.The letter of excavation method step
Excavation that is single, excavating the large section tunnel for reliably in particular biasing Shallow-Buried Soft Rock provides important leverage, fault rate
It is low, improve the project level of profitability.Traditional lock foot anchoring stock instead of using lock pin anchor tube, the stability of structure is also improved,
Simultaneously so that by fastener for connection one entirety of formation between each steelframe, improving by the way of steelframe is fixed steel pipe
System bearing load, it is more preferable to the fixed effect of steelframe, it is highly beneficial to control tunnel deformation.
Brief description of the drawings
Fig. 1 is the excavation plan of large section tunnel in the present invention；
Fig. 2 is the excavation stereogram of large section tunnel in the present invention；
Fig. 3 is the tunnel cross-section structural plan after completion tunnel excavation, surrounding rock consolidation and inverted arch lay-up operation in the present invention
Figure；
Wherein, 1-interim mid-board, 2-upper arcuate excavation with guide pit part, 3-top Core Soil, 4-central core
Soil, 5-lower core cubsoil, 6-spray, anchor, net supporting, 7-lock pin anchor tube, the preliminary bracing of 8-inverted arch, 9-secondary lining, 10-
Excavate part on the left of inverted arch, 11-tunnel bottom excavation portion, 12-middle step, excavate part on the right side of 13-middle step, 14-get out of a predicament or an embarrassing situation
Part is excavated in left side, and part is excavated on 15-right side of getting out of a predicament or an embarrassing situation, 16-spray concrete layer again, 17-just spray concrete layer, 18-steelframe.
Embodiment
The present invention is described in further detail with specific embodiment below in conjunction with the accompanying drawings.
As shown in Fig. 1-3, the excavation construction method of the large section of Shallow-Buried Soft Rock is biased, is comprised the following steps：
1) tunnel initial excavation, is carried out using CRD methods, interim mid-board 1 is set；
2) it is, that the face of constructing tunnel is divided into the left and right sides by boundary with interim mid-board 1, by the left and right sides of face
Respectively by being manually divided into three excavation portions of upper, middle and lower and tunnel bottom excavation portion 11；
3), apply after the advance support of arch, while excavating the upper excavation portion of the face left and right sides, reserve top Core Soil
3, while excavating the middle excavation portion of the face left and right sides, central core soil 4 is reserved, central core soil 4 is located at top core
The front of soil 3, while excavating the lower excavation portion of the face left and right sides, reserves lower core cubsoil 5, makes during lower core cubsoil 5 is located at
The front of portion's Core Soil 4；Three excavation portions of upper, middle and lower of face left and right sides carry out just spray concrete operation, and entering in time immediately after excavating
Row spray, anchor, the construction of net system supporting and erection steelframe construction, the both sides of steelframe 18 are close to more than the arch springing of steelframe 18 and set up lock pin
After anchor tube 7, arch springing anchor tube 7 and the firm welding of steelframe 18, carry out spray concrete again and operate to design thickness；
Each excavation portion excavates cyclic advance and determined according to preliminary bracing steelframe spacing, and maximum must not exceed 1.5 meters, upper excavation
The excavation in portion is lost across than being not more than 0.3, and lock pin anchor tube is set up more than steelframe arch springing at 30 cm heights, being close to the both sides of steelframe 18
7, lock pin anchor tube 7 is 90 ° with Rock Joints Surrounding face, and the excavation height in middle excavation portion is 3-3.5 meters, the excavation height in lower excavation portion
For 3-4 meters, the middle excavation portion of the face left and right sides is close to the side of tunnel wall than being excavated close to the side of interim mid-board 1
Fast 2-3 meters of progress；The lower excavation portion of the face left and right sides is close to the side of tunnel wall than close to the side of interim mid-board 1
Fast 2-3 meters of excavation progress.
4) inverted arch preliminary bracing 8 and secondary lining 9, are applied, while entering to the tunnel bottom excavation portion 11 of the face left and right sides
Row is excavated；The drilling depth length that applies of inverted arch preliminary bracing 8 is 2-3 meters.
5), face pushes ahead construction along tunnel direction, and applies interim mid-board 1, repeat step 2~4, until complete
Into after the overall excavation in tunnel and inverted arch preliminary bracing 8, interim mid-board 1 is removed, inverted arch 10 is applied.The section length of inverted arch 10
For 4-6 meters.
The present invention large section excavate refer to bias, shallow embedding, weak surrounding rock and excavated section in 300 more than ㎡
The construction that carries out of large section tunnel, given full play to the self-stable ability of country rock, carried out at hole using double-deck steel tube shed
Preliminary bracing, carries out supporting, it is ensured that the safety of construction at tunnel cutting using the advanced tubule of bilateral.Faced by setting
When mid-board 1, tunnel cross-section is divided into two three bench excavation portions and two tunnel bottoms excavation portion 11, an excavation portion drilling depth is excavated
After the completion of, form preliminary bracing and the permanent support in tunnel.Flexibly, efficiency of construction is high for the digging mode in each excavation portion, it is to avoid
Construction complexity, the shortcoming of long construction period that overall section construction is present, with very high economic benefit.
The above described is only a preferred embodiment of the present invention, not doing any formal to the structure of the present invention
Limitation.Any simple modification, equivalent variations and modification that every technical spirit according to the present invention is made to above example,
In the range of still falling within technical scheme.
Claims (9)
1. a kind of excavation construction method for the large section for biasing Shallow-Buried Soft Rock, it is characterised in that：It comprises the following steps：
1) tunnel initial excavation, is carried out using CRD methods, interim mid-board (1) is set；
2) it is, that the face of constructing tunnel is divided into the left and right sides by boundary with interim mid-board (1), by the left and right sides of face point
It is not divided into three layers of excavation portion of upper, middle and lower and tunnel bottom excavation portion (11)；
3), apply after the advance support of arch, while excavating the upper excavation portion of the face left and right sides, reserve top Core Soil (3),
The middle excavation portion of the face left and right sides is excavated simultaneously, central core soil (4) is reserved, and central core native (4) is located at upper core
Cubsoil (3) front and the spoil for not excavating soil layer and the upper excavation portion left and right sides for making native (4) left and right sides of central core
Layer formation step, while excavating the lower excavation portion of the face left and right sides, reserves lower core cubsoil (5), makes lower core cubsoil (5)
In front of central core native (4) and make lower core cubsoil (5) left and right sides do not excavate soil layer and the middle excavation portion left and right sides
The soil layer of excavation formation step；Three layers of excavation portion of upper, middle and lower of face left and right sides are carried out just in tunnel wall immediately after excavating
Concrete operation is sprayed, sprayed on just spray concrete, anchor, the construction of net supporting (6) and set up steelframe on (6) in spray, anchor, net supporting
(18), it is close to steelframe (18) both sides more than the arch springing of steelframe (18) and sets up lock pin anchor tube (7), arch springing anchor tube (7) and steelframe
(18) after firm welding, on steelframe (18) being sprayed concrete again operates to design thickness；
4) performing for inverted arch preliminary bracing (8) and secondary lining (9), is carried out on multiple spray concrete, while to the face left and right sides
Tunnel bottom excavation portion (11) excavated；
5), face pushes ahead construction along tunnel direction, and applies interim mid-board (1), repeat step 2~4, until completing
After the overall excavation in tunnel and inverted arch preliminary bracing (8), interim mid-board (1) is removed, inverted arch (10) is applied.
2. a kind of excavation construction method of large section for biasing Shallow-Buried Soft Rock as claimed in claim 1, its feature exists
In：The height ratio in three layers of excavation portion of the upper, middle and lower of the face left and right sides is 1 in the step 2：2：3, the tunnel bottom excavation portion
(11) top surface and the bottom surface in lower excavation portion are coplanar.
3. a kind of excavation construction method of large section for biasing Shallow-Buried Soft Rock as claimed in claim 1, its feature exists
In：The mistake in the overall excavation portion that the upper excavation portion of the face left and right sides is formed is across than being not more than 0.3 in the step 2.
4. a kind of excavation construction method of large section for biasing Shallow-Buried Soft Rock as claimed in claim 1, its feature exists
In：The excavation height in the middle excavation portion of the face left and right sides is 3-3.5 meters, the face left and right sides in the step 2
Lower excavation portion excavation height be 3-4 meters.
5. a kind of excavation construction method of large section for biasing Shallow-Buried Soft Rock as claimed in claim 1, its feature exists
In：Steelframe (18) is I-steel bow member, the excavation in three layers of excavation portion of upper, middle and lower of the face left and right sides in the step 3
Cyclic advance determines that maximum must not exceed 1.5 meters all in accordance with the spacing between adjacent two I-steel bow members.
6. a kind of excavation construction method of large section for biasing Shallow-Buried Soft Rock as claimed in claim 1, its feature exists
In：In the step 3 more than the arch springing of steelframe (18) at 30 cm heights, be close to steelframe (18) both sides set up lock pin anchor tube
(7), the angle in lock pin anchor tube (7) and Rock Joints Surrounding face is 90 °.
7. a kind of excavation construction method of large section for biasing Shallow-Buried Soft Rock as claimed in claim 1, its feature exists
In：In the step 3 the middle excavation portion of the face left and right sides close to the side ratio of tunnel wall close to the one of interim mid-board (1)
Excavate fast 2-3 meters of progress in side；The lower excavation portion of the face left and right sides close to tunnel wall side ratio close to interim mid-board
(1) fast 2-3 meters of progress is excavated in side.
8. a kind of excavation construction method of large section for biasing Shallow-Buried Soft Rock as claimed in claim 1, its feature exists
In：Inverted arch preliminary bracing (8) applies drilling depth length for 2-3 meters in the step 4.
9. a kind of excavation construction method of large section for biasing Shallow-Buried Soft Rock as claimed in claim 1, its feature exists
In：The section length of inverted arch (10) is 4-6 meters in the step 5.
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| CN201710223968.4A CN106979013A (en) | 2017-04-07 | 2017-04-07 | A kind of excavation construction method for the large section tunnel for biasing Shallow-Buried Soft Rock |
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| CN201710223968.4A CN106979013A (en) | 2017-04-07 | 2017-04-07 | A kind of excavation construction method for the large section tunnel for biasing Shallow-Buried Soft Rock |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN107448205A (en) * | 2017-09-05 | 2017-12-08 | 长安大学 | The large deformation control method of chlorite quartz-schist aquifer water-bearing stratum longspan tunnel |
| CN107630706A (en) * | 2017-10-24 | 2018-01-26 | 中交第二航务工程局有限公司 | A kind of tunnel bottom structure and construction method for eliminating highland nip tunnel inverted arch protuberance |
| CN107643028A (en) * | 2017-09-15 | 2018-01-30 | 中建隧道建设有限公司 | House owed by a citizen weakness section blasting construction method is worn under shallow embedding railway tunnel |
| CN107905814A (en) * | 2017-10-20 | 2018-04-13 | 长安大学 | Large span loess tunnel top bar CD construction methods |
| CN108397205A (en) * | 2018-03-05 | 2018-08-14 | 北京市政建设集团有限责任公司 | A kind of shield well transverse passage-way CRD method construction methods |
| CN109630140A (en) * | 2018-12-14 | 2019-04-16 | 广西大学 | The dynamic partition pilot tunnel method on big cross section gradual change Soft Rock Tunnel stratum |
| CN110145314A (en) * | 2019-05-10 | 2019-08-20 | 中建隧道建设有限公司 | A kind of method that the tall and big Core Soil of extra-large cross-section bored tunnel is removed |
| CN110792449A (en) * | 2019-10-29 | 2020-02-14 | 凌贤长 | Rapid underground excavation construction method for large-span shallow tunnel |
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Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107448205A (en) * | 2017-09-05 | 2017-12-08 | 长安大学 | The large deformation control method of chlorite quartz-schist aquifer water-bearing stratum longspan tunnel |
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| CN107630706A (en) * | 2017-10-24 | 2018-01-26 | 中交第二航务工程局有限公司 | A kind of tunnel bottom structure and construction method for eliminating highland nip tunnel inverted arch protuberance |
| CN107630706B (en) * | 2017-10-24 | 2023-05-26 | 中交第二航务工程局有限公司 | Tunnel bottom structure for eliminating tunnel inverted arch bulge in high-earth-pressure area and construction method |
| CN108397205A (en) * | 2018-03-05 | 2018-08-14 | 北京市政建设集团有限责任公司 | A kind of shield well transverse passage-way CRD method construction methods |
| CN109630140A (en) * | 2018-12-14 | 2019-04-16 | 广西大学 | The dynamic partition pilot tunnel method on big cross section gradual change Soft Rock Tunnel stratum |
| CN110145314A (en) * | 2019-05-10 | 2019-08-20 | 中建隧道建设有限公司 | A kind of method that the tall and big Core Soil of extra-large cross-section bored tunnel is removed |
| CN110792449A (en) * | 2019-10-29 | 2020-02-14 | 凌贤长 | Rapid underground excavation construction method for large-span shallow tunnel |
| CN110792449B (en) * | 2019-10-29 | 2021-07-02 | 凌贤长 | Rapid underground excavation construction method for large-span shallow tunnel |
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Application publication date: 20170725 |