CN110145328A - A kind of subway tunnel is from vertical shaft into the construction method of mining sectbn portal - Google Patents
A kind of subway tunnel is from vertical shaft into the construction method of mining sectbn portal Download PDFInfo
- Publication number
- CN110145328A CN110145328A CN201910439161.3A CN201910439161A CN110145328A CN 110145328 A CN110145328 A CN 110145328A CN 201910439161 A CN201910439161 A CN 201910439161A CN 110145328 A CN110145328 A CN 110145328A
- Authority
- CN
- China
- Prior art keywords
- portal
- arch
- steel
- ingate
- construction
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 238000010276 construction Methods 0.000 title claims abstract description 42
- 238000005065 mining Methods 0.000 title claims abstract description 9
- 238000012544 monitoring process Methods 0.000 claims abstract description 10
- 229910000831 Steel Inorganic materials 0.000 claims description 75
- 239000010959 steel Substances 0.000 claims description 75
- 238000013461 design Methods 0.000 claims description 10
- 230000002787 reinforcement Effects 0.000 claims description 10
- 238000006073 displacement reaction Methods 0.000 claims description 9
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 8
- 210000003205 muscle Anatomy 0.000 claims description 7
- 230000005641 tunneling Effects 0.000 claims description 5
- 239000004567 concrete Substances 0.000 claims description 4
- 229910052742 iron Inorganic materials 0.000 claims description 4
- 238000009434 installation Methods 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 claims description 3
- 239000011378 shotcrete Substances 0.000 claims description 3
- 238000003466 welding Methods 0.000 claims description 3
- 238000012407 engineering method Methods 0.000 claims description 2
- 238000007689 inspection Methods 0.000 claims description 2
- 238000005259 measurement Methods 0.000 claims description 2
- 238000000034 method Methods 0.000 abstract description 12
- 238000009412 basement excavation Methods 0.000 abstract description 7
- 238000005516 engineering process Methods 0.000 abstract description 2
- 230000000694 effects Effects 0.000 description 3
- 238000012545 processing Methods 0.000 description 3
- 210000005239 tubule Anatomy 0.000 description 2
- 230000002411 adverse Effects 0.000 description 1
- 230000009194 climbing Effects 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 235000013599 spices Nutrition 0.000 description 1
- 238000009987 spinning Methods 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
A kind of subway tunnel is from vertical shaft into the construction method of mining sectbn portal.The present invention is, in shaft excavation to portal top elevation location stage, devise a kind of pre- hanging hang structure in portal arch, at shaft excavation to portal arch, under effective construction monitoring, part fender post is abolished in advance, carry out the construction of portal arch, anti- broken part may be needed to construct in advance section bored tunnel ingate arch, it is possible to prevente effectively from above-mentioned conventional construction method may relate to set up bracket high-rise working again at vertical shaft bottom, and fender post bring security risk is manually abolished upwards, reduce the task difficulty and construction risk of similar engineering process, also the process demand of poor strata in operation process has been evaded, it also can be shortened certain construction period simultaneously.
Description
[technical field]
The present invention relates to urban track traffic underground engineering construction field more particularly to a kind of subway tunnels from " fender post+box
Construction method of main structure " the form vertical shaft into mining sectbn portal.
[background technique]
It is known, for subway engineering constructing tunnel, enter the construction method of running tunnel portal from vertical shaft at present, usually first
Excavating shaft sees the bottom, and performs vertical shaft box main structure, fender post is abolished after structure reaches design strength, is then opened with climbing
It digs, secondary counter breaks fender post form and excavates into hole, or directly up, erects section main track steel grating into hole.Such construction method
There are main problems to have: 1: identical as positive cable architecture Internal periphery absolute altitude at the top of main structure portal, first branch structure is higher than portal one
As be 0.6m~0.8m, when abolishing portal, when tunneling ingate top fender post, need to abolish upwards, abolish to this part
Narrow space when operation, is not available mechanical equipment, it is necessary to use and manually abolish, and use work when manually abolishing fender post upwards
Imitate extremely low, and there are larger security risk, task difficulty is big；2, shaken when abolishing concrete it is larger, meet with unfavorable geology such as
When sand-pebble layer, because its self-stable ability is poor, landslide may induce, in above-mentioned confined space operation process, operating personnel
Safety be not easy to ensure；3, in fender post shaft enclosure structure, difficulty of construction is big for advanced tubule, and construction effect cannot be true
It protects, can only be reinforced by Shed-pipe Advanced Support, if desired effectively reinforce the soil body within the scope of ingate, it need to be before shaft excavation from ground
Table takes the modes such as whirl spraying or sleeve valve barrel grouting to be reinforced in advance, there is large effect for duration and cost, and
Under adverse geological condition, reinforcing difficulty is big, and consolidation effect cannot be guaranteed.
[summary of the invention]
In order to overcome the shortcomings of the above method, the present invention provides a kind of subway tunnels from " fender post+box main structure " shape
Construction method of the formula vertical shaft into mining sectbn portal.The present invention is, in shaft excavation to the portal top elevation location stage, to devise
A kind of pre- hanging hang structure in portal arch under effective construction monitoring, is abolished part in advance and is gone along with sb. to guard him at shaft excavation to portal arch
Stake carries out the construction of portal arch, anti-broken part may be needed to construct in advance section bored tunnel ingate arch, can be with
Effectively avoid what above-mentioned conventional construction method may relate to from setting up bracket high-rise working again at vertical shaft bottom, and artificial broken upwards
Except fender post bring security risk, the task difficulty and construction risk of similar engineering process are reduced, operation has also been evaded
The process demand of poor strata in journey, while also can be shortened certain construction period.
To realize that goal of the invention as described above, the present invention use technical solution as described below:
A kind of subway tunnel includes the following steps: from vertical shaft into the construction method of mining sectbn portal
1) vertical shaft is excavated under running tunnel tunneling ingate spring of arch at 1m by normal engineering method, stops excavating, construction shaft
Preliminary bracing；
2) step is connected, is enclosed using vertical shaft of hand fit's pneumatic pick small device to 60 ° of ranges of tunnel top at ingate vault
Protection structure is abolished, and 3~4 rhizosphere fender piles are abolished, and fender post main reinforcement is removed 20cm~30cm when abolishing, abolishes the width of part
Degree is the horizontal length of steel grating arch at the top of one section ingate of running tunnel, abolishes the rise that height is corresponding arch position,
Abolishing depth is to erect 3 Pin steel grating arch width side by side；It is measured after the completion of abolishing, whether part headroom is abolished in inspection full
Foot design and scheme requirement, it is ensured that supporting construction installation space and the lining cutting of running tunnel later-stage secondary do not invade tunnel boundary；
3) step is connected, erects steel grating arch at the top of ingate after the completion of abolishing；Steel grating arch is using connection at the top of ingate
Cube formula, it is ensured that pile cutoff is gone along with sb. to guard him in covering；Steel grating arch is using spacing and the consistent L-type of vertical shaft fender post main reinforcement at the top of ingate
Reinforcing bar is fixedly connected with fender post main reinforcement；
Its middle line, elevation, depth parameter are controlled by measuring when erecting steel grating arch at the top of ingate, it is ensured that position is just
Really；
4) step is connected, sets up and is carried out not less than I20 type I-steel joist to steel grating arch at the top of portal and ingate is abolished
Reinforcement by connection, the Pin number of I-steel joist erection, the Pin number of length and ingate top steel grating arch, equivalent width, the two
Junction steel plate and firm welding is arranged in junction, and I-steel joist bottom and the fender post that do not abolish are closely connected；On I-steel joist
I20 fashioned iron column is added, L-type steel muscle bottom is withstood at the top of steel column, reinforces the support to fender post, steel column spacing is little
In 1m, steel grating arch equivalent width at the top of longitudinal pitch and ingate, after the completion to steel grating arch at the top of ingate and work
Word steel joist carries out gunite concrete closing, realizes the monolithic stability of the pre- hanging hang structure in portal arch；
5) step is connected, lays and adds measuring point；1 monitoring point for displacement is respectively set in four, upper and lower, left and right position at portal, adopts
Collect initial value, and monitor change in displacement daily, grasps arch structural deformation conditions in time, it is ensured that engineering construction safety；
6) step is connected, continues to be excavated to vertical shaft design bottom absolute altitude downwards, performs shaft main body structure；
7) step is connected, after main structure reaches design strength, portal position residue supporting pile structure is abolished, removes vault
I-steel joist and interim steel column, and portal abutment wall and lower part steel grating arch are connected, complete portal construction.
Monitoring point is laid using reflector plate in the step 5), carries out displacement measurement with total station.
Using technical solution as described above, the present invention has superiority as described below.
A kind of subway tunnel of the present invention, into the construction method of mining sectbn portal, takes pre-hung portal from vertical shaft
Method, ingate arch structure of constructing in advance, reduces eminence construction operation difficulty, can be realized after shaft excavation to shaft bottom
Next procedure construction is rapidly entered, guarantees tunnel structure and construction safety；It has the advantages that
1, part fender post is abolished in ingate arch, stress displacement is carried out using steel grating arch connection at the top of ingate, it is right
The influence of foundation pit support system is smaller, can guarantee building enclosure safety.
2, it compared to vault portal method is hung after shaft excavation to shaft bottom again, avoids and abolishes fender post upwards, it can be substantially
Degree reduces subsequent main track portal and abolishes difficulty, and the risk and expense for avoiding unfavorable geology processing that may be present or facing increase
Add.
3, similar structures form vertical shaft is avoided because difficulty of construction is big for advanced tubule at ingate, it is ineffective, in horse
The increase of the construction risk, expense and the duration that are generated in head door work progress.
4, the above-mentioned part portal of pre-hung in digging process, portal abolishes difficulty after the completion of structure can be greatly lowered,
It can at least be saved 7 days or more compared with usual manner.And avoid the later period it is that may be present change arch expense increase and construction risk.
[Detailed description of the invention]
Fig. 1 is shaft enclosure structure plan view of the present invention；
Fig. 2 is shaft enclosure structure and portal structure sectional view of the present invention；
Fig. 3 is pre-hung portal partial elevational structural map of the present invention；
In figure: 1, fender post；2, steel grating arch at the top of ingate；3, L-type steel muscle；4, joist；5, steel column.
[specific embodiment]
The present invention can be explained in more detail by the following examples, the invention is not limited to the following examples；
Embodiment 1: No. 9 line spices of Xi'an geothermic field~spinning section is respectively arranged a shield with the left and right line of tunneling section in section shield and hangs
Well out, shield hoisting well are section shield received well, also serve as boring construction vertical shaft.Vertical shaft headroom having a size of 11.7m × 15.1m,
Wherein left line vertical shaft depth 19.3m, right line vertical shaft 19.5m；Vertical shaft uses " cast-in-situ bored pile+bracing members " building enclosure, single perpendicular
Well fender post quantity is 41.Vertical shaft also serves as section flood and civil defence structure, and shaft main body structure is two story frame structure of underground,
Small mileage defence line is section bored tunnel u-shaped cross-section width 7.1m, height 7.7m.Using composite lining, first Zhi Houdu
300mm, secondary lining thickness 400mm.Scene is illustrated by taking the construction of left line tunneling portal as an example, and the specific method of implementation is:
1, arch makes:
1. processing one section steel grating arch of u-shaped cross-section top, horizontal length 3.598m, rise 0.686m；
2. processing I20 I-steel does joist, and prepares junction steel plate and joist steel upright, it is spare to process 3 Pin.
2, shield well is excavated to 1m under pre-hung ingate spring of arch is drafted, and is stopped excavating, is completed bracing members as requested
Installment work, in this position, staff is not necessarily to any bracket, can stand and complete following construct.
3, arch building enclosure is abolished:
Unwrapping wire is carried out by ground survey basic point and determines tunnel middle line, then to each 30 ° of the vault in tunnel cross-section middle line two sides, i.e.,
The portal of about 60 ° of ranges of tunnel top is abolished at portal vault, and it is highly 0.75m, depth is that abolishing length, which is 3.6m,
1.05m abolishes 3 rhizosphere fender piles.It abolishes using manual type, is constructed using small devices such as pneumatic picks, reserve and enclose when abolishing
Fender pile main reinforcement 20cm long is not cut off.Check whether section meets the requirement of design and scheme to headroom after the completion of abolishing.
4, arch is installed:
1. erection, which is abolished, goes along with sb. to guard him steel grating arch 2 at the top of pile cutoff ingate.Into hole section from portal mouth 3 Pin ingate top of simultaneous inward
Portion's steel grating arch 2, arch spacing 0.35m, depth total 1.05m use L-type steel muscle 3 between steel grating arch 2 and fender post 1
Connection, L-type steel muscle 3 are 22 screw-thread steel of φ, and spacing is 0.2m/ root, it is ensured that fender post main reinforcement and steel grating arch 2 and L-type steel muscle 3
Effectively connected.
2. it is consistent when erecting steel grating arch 2 with normal excavate, it need to check middle line, synchronization, the elevation of steel grating arch 2
Etc. parameters, complete L-type steel muscle 3 after fixed and weld.
5, fashioned iron joist is installed:
I-steel joist 4 is set up to abolishing portal structure and steel grating arch 2 is reinforced.2 bottom of steel grating arch uses I20
For I-steel as joist 4,4 bottom of joist and the fender post 1 that lower part is not abolished are closely connected, set up 3 Pin I-steel joists 4, steel lattice altogether
Grid arch 2 and 4 junction of joist setting junction steel plate and firm welding, after having set up joist 4, mount type steel column 5, steel column
5 horizontal spacing is 0.8m, is set on every Pin joist 4 there are three steel column 5, and 9 root posts of installation are amounted to.
6, C25 gunite concrete is carried out to branch structure at the beginning of arch and fashioned iron joist to close, complete arch pre-hung portal
Construction.
7, monitoring stations are laid, a monitoring point is respectively laid in upper and lower, left and right position at portal, lays 4 displacements altogether
Monitoring point, monitoring point are laid using reflector plate, acquire initial value with total station, daily to monitor change in displacement data.
8, continue to be excavated to vertical shaft designed elevation bottom downwards, perform shaft main body structure.
9, after main structure reaches design strength, portal position remainder supporting pile structure is abolished, vault is removed
Joist and interim column, and connect portal abutment wall and the completion portal construction of lower part steel grating arch.
Part not in the detailed description of the invention is the prior art.
The case study on implementation selected herein for the open purpose of the present invention, is presently considered to be suitable, still, answers
It is appreciated that, the present invention is intended to include all changes and improvement that all belong to the embodiment in this design and invention scope.
Claims (2)
1. a kind of subway tunnel is from vertical shaft into the construction method of mining sectbn portal, characterized by the following steps:
1) vertical shaft is excavated under running tunnel tunneling ingate spring of arch at 1m by normal engineering method, stops excavating, construction shaft
Preliminary bracing；
2) step is connected, is enclosed using vertical shaft of hand fit's pneumatic pick small device to 60 ° of ranges of tunnel top at ingate vault
Protection structure is abolished, and 3~4 rhizosphere fender piles are abolished, and fender post main reinforcement is removed 20cm~30cm when abolishing, abolishes the width of part
Degree is the horizontal length of steel grating arch at the top of one section ingate of running tunnel, abolishes the rise that height is corresponding arch position,
Abolishing depth is to erect 3 Pin steel grating arch width side by side；It is measured after the completion of abolishing, whether part headroom is abolished in inspection full
Foot design and scheme requirement, it is ensured that supporting construction installation space and the lining cutting of running tunnel later-stage secondary do not invade tunnel boundary；
3) step is connected, erects steel grating arch at the top of ingate after the completion of abolishing；Steel grating arch is using connection at the top of ingate
Cube formula, it is ensured that pile cutoff is gone along with sb. to guard him in covering；Steel grating arch is using spacing and the consistent L-type of vertical shaft fender post main reinforcement at the top of ingate
Reinforcing bar is fixedly connected with fender post main reinforcement；
Its middle line, elevation, depth parameter are controlled by measuring when erecting steel grating arch at the top of ingate, it is ensured that position is just
Really；
4) step is connected, sets up and is carried out not less than I20 type I-steel joist to steel grating arch at the top of portal and ingate is abolished
Reinforcement by connection, the Pin number of I-steel joist erection, the Pin number of length and ingate top steel grating arch, equivalent width, the two
Junction steel plate and firm welding is arranged in junction, and I-steel joist bottom and the fender post that do not abolish are closely connected；On I-steel joist
I20 fashioned iron column is added, L-type steel muscle bottom is withstood at the top of steel column, reinforces the support to fender post, steel column spacing is little
In 1m, steel grating arch equivalent width at the top of longitudinal pitch and ingate, after the completion to steel grating arch at the top of ingate and work
Word steel joist carries out gunite concrete closing, realizes the monolithic stability of the pre- hanging hang structure in portal arch；
5) step is connected, lays and adds measuring point；1 monitoring point for displacement is respectively set in four, upper and lower, left and right position at portal, adopts
Collect initial value, and monitor change in displacement daily, grasps arch structural deformation conditions in time, it is ensured that engineering construction safety；
6) step is connected, continues to be excavated to vertical shaft design bottom absolute altitude downwards, performs shaft main body structure；
7) step is connected, after main structure reaches design strength, portal position residue supporting pile structure is abolished, removes vault
I-steel joist and interim steel column, and portal abutment wall and lower part steel grating arch are connected, complete portal construction.
2. a kind of subway tunnel according to claim 1 is from vertical shaft into the construction method of mining sectbn portal, feature exists
In: monitoring point is laid using reflector plate in the step 5), carries out displacement measurement with total station.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910439161.3A CN110145328B (en) | 2019-05-24 | 2019-05-24 | Construction method for underground tunnel entering underground excavation interval tunnel door from vertical shaft |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910439161.3A CN110145328B (en) | 2019-05-24 | 2019-05-24 | Construction method for underground tunnel entering underground excavation interval tunnel door from vertical shaft |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN110145328A true CN110145328A (en) | 2019-08-20 |
| CN110145328B CN110145328B (en) | 2021-04-09 |
Family
ID=67591973
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910439161.3A Active CN110145328B (en) | 2019-05-24 | 2019-05-24 | Construction method for underground tunnel entering underground excavation interval tunnel door from vertical shaft |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110145328B (en) |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110984176A (en) * | 2019-12-14 | 2020-04-10 | 长安大学 | Method for safely cutting piles of foundation pit by using support piles to support foundation pit |
| CN110984236A (en) * | 2019-11-25 | 2020-04-10 | 中交二航局第三工程有限公司 | Construction method for connecting point of sleeved type light and shade excavation structural portal interface |
| CN111576420A (en) * | 2020-05-21 | 2020-08-25 | 中铁上海工程局集团有限公司 | Supporting structure for pile foundation breaking and breaking method based on supporting structure |
| CN115125944A (en) * | 2022-07-18 | 2022-09-30 | 中建八局第三建设有限公司 | Deep foundation pit trenchless gate-type pile cutting and hole entering method |
| CN115306424A (en) * | 2022-08-29 | 2022-11-08 | 中国建筑第二工程局有限公司 | Large-section transverse passage ingate breaking operation platform and construction method |
| CN115341906A (en) * | 2022-08-29 | 2022-11-15 | 中国建筑第二工程局有限公司 | Round shaft ingate entering construction method |
| CN115387385A (en) * | 2022-10-08 | 2022-11-25 | 中建八局轨道交通建设有限公司 | Vertical storey-adding construction method for underground space engineering |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102953739A (en) * | 2012-10-26 | 2013-03-06 | 中铁二十二局集团第六工程有限公司 | Bidirectional punching method for underground excavation of subway station |
| CN103362513A (en) * | 2013-07-29 | 2013-10-23 | 中铁七局集团第五工程有限公司 | Transformation and construction method for existing cavity in underground excavation region |
| CN104806267A (en) * | 2015-04-29 | 2015-07-29 | 中铁第一勘察设计院集团有限公司 | Shield end socket reinforcing system of scree soil layer advance large pipe roof and construction method thereof |
| CN105041349A (en) * | 2015-07-26 | 2015-11-11 | 北京工业大学 | Underground excavation construction method for expanded excavation of station on basis of metro regional shield tunnel |
| CN107558494A (en) * | 2017-10-16 | 2018-01-09 | 西南交通大学 | A kind of Underground Station structure and its method of construction |
-
2019
- 2019-05-24 CN CN201910439161.3A patent/CN110145328B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102953739A (en) * | 2012-10-26 | 2013-03-06 | 中铁二十二局集团第六工程有限公司 | Bidirectional punching method for underground excavation of subway station |
| CN103362513A (en) * | 2013-07-29 | 2013-10-23 | 中铁七局集团第五工程有限公司 | Transformation and construction method for existing cavity in underground excavation region |
| CN104806267A (en) * | 2015-04-29 | 2015-07-29 | 中铁第一勘察设计院集团有限公司 | Shield end socket reinforcing system of scree soil layer advance large pipe roof and construction method thereof |
| CN105041349A (en) * | 2015-07-26 | 2015-11-11 | 北京工业大学 | Underground excavation construction method for expanded excavation of station on basis of metro regional shield tunnel |
| CN107558494A (en) * | 2017-10-16 | 2018-01-09 | 西南交通大学 | A kind of Underground Station structure and its method of construction |
Non-Patent Citations (1)
| Title |
|---|
| PANFUSHENG2019: "竖井马头门施工工法", 《百度文库》 * |
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110984236A (en) * | 2019-11-25 | 2020-04-10 | 中交二航局第三工程有限公司 | Construction method for connecting point of sleeved type light and shade excavation structural portal interface |
| CN110984236B (en) * | 2019-11-25 | 2021-06-01 | 中交二航局第三工程有限公司 | Construction method for connecting point of sleeved type light and shade excavation structural portal interface |
| CN110984176A (en) * | 2019-12-14 | 2020-04-10 | 长安大学 | Method for safely cutting piles of foundation pit by using support piles to support foundation pit |
| CN111576420A (en) * | 2020-05-21 | 2020-08-25 | 中铁上海工程局集团有限公司 | Supporting structure for pile foundation breaking and breaking method based on supporting structure |
| CN115125944A (en) * | 2022-07-18 | 2022-09-30 | 中建八局第三建设有限公司 | Deep foundation pit trenchless gate-type pile cutting and hole entering method |
| CN115125944B (en) * | 2022-07-18 | 2024-03-19 | 中建八局第三建设有限公司 | Deep foundation pit trenchless gate-type pile cutting and hole entering method |
| CN115306424A (en) * | 2022-08-29 | 2022-11-08 | 中国建筑第二工程局有限公司 | Large-section transverse passage ingate breaking operation platform and construction method |
| CN115341906A (en) * | 2022-08-29 | 2022-11-15 | 中国建筑第二工程局有限公司 | Round shaft ingate entering construction method |
| CN115341906B (en) * | 2022-08-29 | 2023-09-01 | 中国建筑第二工程局有限公司 | Construction method for entering circular shaft horsehead door into tunnel |
| CN115387385A (en) * | 2022-10-08 | 2022-11-25 | 中建八局轨道交通建设有限公司 | Vertical storey-adding construction method for underground space engineering |
Also Published As
| Publication number | Publication date |
|---|---|
| CN110145328B (en) | 2021-04-09 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN110145328A (en) | A kind of subway tunnel is from vertical shaft into the construction method of mining sectbn portal | |
| CN110424969B (en) | Construction method for open cut method station with tunnel before station | |
| CN104453921B (en) | A kind of Soft Rock Tunnel Excavation construction technology | |
| CN102226403B (en) | Construction method of large-span subway station main body by using arched cover method and station main body structure | |
| CN110374633B (en) | Tunnel opening section construction method for tunnel to pass through loose body | |
| CN106150506B (en) | A kind of entrance open excavation section inverted side-wall construction method | |
| CN109594991A (en) | Shallow Buried Soft Rock Super-large-section tunnel CD method combines rapid constructing method with benching tunnelling method | |
| CN108301845B (en) | Interface steel frame supporting system for auxiliary tunnel to open main tunnel and construction method thereof | |
| CN105839643A (en) | Tunnel in-hole construction method adopting foundation pit support | |
| CN101769154A (en) | Excavation supporting method for tunnel construction | |
| CN201991017U (en) | Subway large-span station body structure based on arch cover method construction forming | |
| CN205013013U (en) | Secretly dig station supporting construction suitable for last soft hard formation down | |
| CN109611103B (en) | Method for reinforcing shield section suspended boulder group | |
| CN102748040A (en) | Main structure for metro long-span station and pillar arching construction method thereof | |
| CN110230495B (en) | Core soil excavation method for double-side-wall pilot tunnel construction of subway station | |
| CN108518229A (en) | Large deformation weak broken wall rock outsized section tunnel excavation supporting structure and construction method | |
| CN208236427U (en) | Large deformation weak broken wall rock outsized section tunnel excavation supporting structure | |
| CN106930768B (en) | Tunnel Construction and application | |
| CN106884665A (en) | A kind of Double Multi-Arch start tunneling method based on arch set arch | |
| CN115717536A (en) | Inclined shaft forward-hole-entering and top-raising construction method for large-section tunnel in weak water-rich stratum | |
| CN114278313A (en) | Supporting system based on interval different excavation construction method conversion and construction method | |
| CN104863613B (en) | Rocky stratum tunneling underground structure flash joist anchor draws just branch structure and construction method | |
| CN109339800A (en) | A kind of Rapid Construction of Tunnels method in the connected section of bridge tunnel | |
| CN112302686B (en) | Vertical jacking construction method for entering tunnel inclined shaft into main tunnel | |
| CN103161477A (en) | Sand layer space forepoling strengthening technology |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |