CN110318770A - A kind of hazy start tunneling method of vcehicular tunnel - Google Patents

A kind of hazy start tunneling method of vcehicular tunnel Download PDF

Info

Publication number
CN110318770A
CN110318770A CN201910562949.3A CN201910562949A CN110318770A CN 110318770 A CN110318770 A CN 110318770A CN 201910562949 A CN201910562949 A CN 201910562949A CN 110318770 A CN110318770 A CN 110318770A
Authority
CN
China
Prior art keywords
tunnel
slope
tunneling
hazy
bias
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.)
Pending
Application number
CN201910562949.3A
Other languages
Chinese (zh)
Inventor
刘吉
尹智勇
陈文萍
刘咏梅
熊志刚
杜怀江
周丽强
周琪
马敏
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Third Engineering Co Ltd of China Railway 23rd Bureau Group Co Ltd
Original Assignee
Third Engineering Co Ltd of China Railway 23rd Bureau Group Co Ltd
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by Third Engineering Co Ltd of China Railway 23rd Bureau Group Co Ltd filed Critical Third Engineering Co Ltd of China Railway 23rd Bureau Group Co Ltd
Priority to CN201910562949.3A priority Critical patent/CN110318770A/en
Publication of CN110318770A publication Critical patent/CN110318770A/en
Pending legal-status Critical Current

Links

Classifications

    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/003Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/04Lining with building materials
    • E21D11/10Lining 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
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/14Lining predominantly with metal
    • E21D11/15Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
    • E21D11/152Laggings made of grids or nettings
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/14Lining predominantly with metal
    • E21D11/18Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D20/00Setting anchoring-bolts
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/14Layout 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 hazy start tunneling methods of vcehicular tunnel, comprising the following steps: a, builds intercepting ditch system on Tunnel top;B, excavation and supporting are carried out to Tunnel slope;C, masonry bias-voltage retaining wall is carried out on the outside of hole;D, supporting and shield arch construction are carried out to outside open cut tunnel mouth;E, excavation and support is carried out to the dark hole in inside, and carries out inverted arch filling.The present invention is by that can wash away for a long time slope surface to avoid rainwater after Tunnel top builds intercepting ditch;Excavation and supporting are carried out to Tunnel slope, to enhance the stability of Tunnel slope, it is built by carrying out outside bias wall, influence of the bias to structure is reduced, and supporting and shield arch construction are carried out to outside open cut tunnel mouth, excavation and support finally is carried out to the dark hole in inside, and carry out inverted arch filling, this method energy active balance tunnel perimeter rock mass load, it is ensured that tunnel construction environment has stability, solves the problems, such as tunnel constructional difficulties.

Description

A kind of hazy start tunneling method of vcehicular tunnel
Technical field
The present invention relates to constructing tunnel field, in particular to a kind of hazy start tunneling method of vcehicular tunnel.
Background technique
With the speed-raising of expressway construction, to the designs of line requirements also with raising, since most of route is inevitable Can be by mountain area, thus need to build Tunnel Passing massif.Mountain highway tunnel portal is influenced by massif, is easy to appear tunnel Inlet axis and mountain relief line oblique, inevitably there is bias and shallow embedding in Portal Section, and Portal Section rock mass is generally more Broken, stability is poor, and when there is construction disturbance and rain water environmental impact, tunnel leading portion rock mass is easily in terms of physical mechanics It has greatly changed, so as to cause tunnel constructional difficulties, influences integral construction process and safety guarantee.
Summary of the invention
Present invention aims at: when for vcehicular tunnel inlet axis and mountain relief line oblique, there are biass for Portal Section And shallow embedding, and Portal Section surrounding rock stability is poor, be easy to cause the problem of start tunneling difficulty, and it is bright to provide a kind of vcehicular tunnel half Half dark start tunneling method, this method can ensure that tunnel construction environment has stability, efficiently solve tunnel and apply The problem of work difficulty, also for subsequent tunnel construction provide the foundation into hole safety guarantee.
To achieve the goals above, the technical solution adopted by the present invention are as follows:
A kind of hazy start tunneling method of vcehicular tunnel, comprising the following steps:
A, intercepting ditch system is built on Tunnel top;
B, excavation and supporting are carried out to Tunnel slope;
C, masonry bias-voltage retaining wall is carried out on the outside of hole;
D, supporting and shield arch construction are carried out to outside open cut tunnel mouth;
E, excavation and support is carried out to the dark hole in inside, and carries out inverted arch filling.
The present invention is by that can wash away slope surface for a long time to avoid rainwater, lead to side slope after Tunnel top builds intercepting ditch Rock mass snap_through;Excavation and supporting are carried out to Tunnel slope, to enhance the stability of Tunnel slope, passes through and carries out outside bias Wall is built, and improves effect of elastic resistance on the outside of lining cutting, reduces influence of the bias to structure, and carry out supporting and protect to encircle to outside open cut tunnel mouth Construction, creates conditions for start tunneling, finally carries out excavation and support to the dark hole in inside, and carry out inverted arch filling, this method energy Active balance tunnel perimeter rock mass load, it is ensured that tunnel construction environment has stability, efficiently solves tunnel and applies The problem of work difficulty, also for subsequent tunnel construction provide the foundation into hole safety guarantee.
As a preferred solution of the present invention, in the step b, top-down stage excavation is used to Tunnel slope, and Stage excavation height is maintained between 2-3m, and successively takes slope support measure.By being used from top to bottom to Tunnel slope Stage excavation, hole top landslide situation, and successively takes slope support measure when effectively avoiding excavating, can be to excavation after Slope surface reinforced, make Tunnel slope ground stability with higher.
As a preferred solution of the present invention, slope retaining is the mortar by the way that more are arranged in slope surface in quincuncial arrangement Anchor pole, and reinforced mesh and gunite concrete are set in slope surface.By the way that grouting rock bolt and setting is arranged to Tunnel slope Reinforced mesh and gunite concrete are conducive to promote slope retaining stability to collectively form Tunnel slope support pattern.
As a preferred solution of the present invention, it in the step c, when building bias-voltage retaining wall, is set in bias-voltage retaining wall basis Set the dowel being connected with basement rock, and bias-voltage retaining wall with face upward slope scar contact surface in pre-buried connection anchor pole.By in bias-voltage retaining wall The dowel that setting is connected with basement rock in basic, so that bias-voltage retaining wall and basement rock stable connection, promote Integral Loading stress level, and The globality of support system can be enhanced in pre-buried connection anchor pole in bias-voltage retaining wall and the contact surface for facing upward slope scar, while strengthening inclined The anti-ability toppled over of pressure barricade.
As a preferred solution of the present invention, in the step d, drum steel arch-shelf is used to outside open cut tunnel supporting, and longitudinal It is connected using anchor pole, circumferential spacing is maintained at 0.5m, is conducive to the anti-biasing ability of enhancing outside open cut tunnel supporting, reinforces lining cutting knot Structure bearing capacity.
As a preferred solution of the present invention, the arch springing position of the steel arch-shelf and the pre-buried connection anchor pole of bias-voltage retaining wall are solid It is fixed, so that open cut tunnel liner supporting and bias-voltage retaining wall connect into overall structure, reinforce lining cutting structural bearing capacity, improves anti-on the outside of lining cutting Power effect.
As a preferred solution of the present invention, in the step d, the shield arch domestic demand setting steelframe and Guan Peng of outside open cut tunnel mouth are led Xiang Guan ensures that Engineering System building is stablized with this.
As a preferred solution of the present invention, pipe canopy is set within the scope of 120 ° of tunnel portal lining cutting arch and advanced small is led Pipe has guarantee to ensure to work to carry out into hole.
As a preferred solution of the present invention, the pipe canopy and advanced tubule are all made of hot rolled seamless steel tube system.
As a preferred solution of the present invention, in the step e, the dark hole in inside is excavated using benching tunneling method, is recycled every time Drilling depth is no more than 1.2m.The dark hole in inside is excavated by using benching tunneling method, and controls each cyclic advance parameter, is avoided to tunnel Road country rock is generated compared with large disturbances, so that it is guaranteed that tunnel stress system building stability meets the requirement of sustainable construction.
In conclusion by adopting the above-described technical solution, the beneficial effects of the present invention are:
1, the present invention is by that can wash away slope surface for a long time to avoid rainwater, lead to side after Tunnel top builds intercepting ditch Slope rock mass snap_through;Excavation and supporting are carried out to Tunnel slope, to enhance the stability of Tunnel slope, passes through and carries out outer lateral deviation It presses wall to build, improves effect of elastic resistance on the outside of lining cutting, reduce influence of the bias to structure, and supporting and shield are carried out to outside open cut tunnel mouth Arch construction, creates conditions for start tunneling, finally carries out excavation and support to the dark hole in inside, and carry out inverted arch filling, this method Energy active balance tunnel perimeter rock mass load, it is ensured that tunnel construction environment has stability, efficiently solves tunnel The problem of constructional difficulties, also for subsequent tunnel construction provide the foundation into hole safety guarantee;
2, by using top-down stage excavation to Tunnel slope, hole top landslide feelings when effectively avoiding excavating Condition, and slope support measure is successively taken, the slope surface after excavation can be reinforced, keep Tunnel slope ground with higher Stability;
3, by the dowel that setting is connected with basement rock in bias-voltage retaining wall basis, so that bias-voltage retaining wall is connect surely with basement rock Gu promote Integral Loading stress level, and bias-voltage retaining wall with face upward pre-buried connection anchor pole in the contact surface of slope scar, branch can be enhanced The globality of watch box system, while strengthening the anti-ability toppled over of bias-voltage retaining wall.
Detailed description of the invention
Fig. 1 is the hazy start tunneling method flow diagram of vcehicular tunnel of the present invention.
Fig. 2 is the hazy protection schematic diagram of the present invention.
Fig. 3 is hole pipe canopy optimal crosssection figure of the present invention.
Fig. 4 is advance support optimal crosssection figure of the present invention.
Fig. 5 is that advance support of the present invention is longitudinally arranged full-page proof.
Marked in the figure: 1- bias-voltage retaining wall, 2- grouting rock bolt, 3- gunite concrete, 4- steelframe, 5- pipe canopy, 6- is small in advance to be led Pipe.
Specific embodiment
With reference to the accompanying drawing, the present invention is described in detail.
In order to make the objectives, technical solutions, and advantages of the present invention clearer, with reference to the accompanying drawings and embodiments, right The present invention is further elaborated.It should be appreciated that described herein, specific examples are only used to explain the present invention, not For limiting the present invention.
Embodiment
The present embodiment provides a kind of hazy start tunneling methods of vcehicular tunnel;
As Figure 1-Figure 5, the hazy start tunneling method of vcehicular tunnel in the present embodiment, comprising the following steps:
A, intercepting ditch system is built on Tunnel top;
B, excavation and supporting are carried out to Tunnel slope;
C, it carries out building bias-voltage retaining wall 1 on the outside of hole;
D, supporting and shield arch construction are carried out to outside open cut tunnel mouth;
E, excavation and support is carried out to the dark hole in inside, and carries out inverted arch filling.
The present invention is by that can wash away slope surface for a long time to avoid rainwater, lead to side slope after Tunnel top builds intercepting ditch Rock mass snap_through;Excavation and supporting are carried out to Tunnel slope, to enhance the stability of Tunnel slope, passes through and carries out outside bias Wall is built, and improves effect of elastic resistance on the outside of lining cutting, reduces influence of the bias to structure, and carry out supporting and protect to encircle to outside open cut tunnel mouth Construction, creates conditions for start tunneling, finally carries out excavation and support to the dark hole in inside, and carry out inverted arch filling, this method energy Active balance tunnel perimeter rock mass load, it is ensured that tunnel construction environment has stability, efficiently solves tunnel and applies The problem of work difficulty, also for subsequent tunnel construction provide the foundation into hole safety guarantee.
In the present embodiment, in the step b, top-down stage excavation is used to Tunnel slope, during which cleans up table The loose coating in face;And stage excavation height is maintained between 2-3m, and successively takes slope support measure.Wherein, Slope retaining forms quincuncial arrangement using the grouting rock bolt 2 of 6m long, model φ 25 with array pitch between 2.5x2.5m;In addition on side 8 reinforced mesh of φ and gunite concrete 3 are installed, and sprayed concrete strength is C25 in the concrete support system of slope, with a thickness of 25cm.By using top-down stage excavation to Tunnel slope, hole top landslide situation when effectively avoiding excavating, and by Layer takes slope support measure, can reinforce to the slope surface after excavation, make Tunnel slope ground stability with higher. By the way that grouting rock bolt and setting reinforced mesh and gunite concrete is arranged to Tunnel slope, to collectively form Tunnel slope branch Shield mode is conducive to promote slope retaining stability.
In the present embodiment, in the step c, when building bias-voltage retaining wall, need first external lateral deviation pressure ring border expansion careful Analysis after its clear ground quality condition and load situation, then drafts corresponding bias-voltage retaining wall working measure, to ensure half open cut tunnel Preliminary bracing the operation is stable avoids the building to Tunnel Engineering system from impacting.Setting and basement rock in bias-voltage retaining wall basis Connected dowel, selects the hollow grouting anchor of φ 25, and component length 3.5m arranges spacing 50X60cm, the selection of barricade material The piece stone concrete of C20 intensity, length is identical as broken rock and soil length, and bias-voltage retaining wall with face upward slope scar contact surface in it is pre-buried Connect grouting rock bolt.In addition, during the pre-buried supporting steel arch-shelf of bias-voltage retaining wall and anchor pole, in reserved shield skewback plinth system construction knot Shu Hou needs back-filling in layers immediately, so that lateral wall pressure can be balanced.Pass through setting and basement rock phase in bias-voltage retaining wall basis Dowel even promotes Integral Loading stress level so that bias-voltage retaining wall and basement rock stable connection, and bias-voltage retaining wall and faces upward slope scar Contact surface in pre-buried connection anchor pole, the globality of support system can be enhanced, while strengthening the anti-ability toppled over of bias-voltage retaining wall.
It, should be immediately to the partially unfolded supporting of open cut tunnel construction after the construction of bias-voltage retaining wall system in the present embodiment.Outside Open cut tunnel supporting selects the drum steel arch-shelf of 20a# to install system, longitudinal anchor pole connection for selecting φ 22, and circumferential spacing is maintained at 0.5m is conducive to the anti-biasing ability of enhancing outside open cut tunnel supporting, reinforces lining cutting structural bearing capacity.In addition, the steel arch-shelf The arch springing position connection anchor pole pre-buried with bias-voltage retaining wall is fixed, so that open cut tunnel liner supporting connect integral knot with bias-voltage retaining wall Structure reinforces lining cutting structural bearing capacity, improves effect of elastic resistance on the outside of lining cutting.Ensure that steel arch-shelf anchor pole is effectively fixed in vault country rock It is interior, then carry out template system building and work with concrete ejection.
In the present embodiment, shield arch is in shotcrete construction environment, it usually needs carries out supporting according to environmental quality, really The position for protecting rock mass crushing and potential risk can stablize, and just be avoided that construction safety is affected, and effectively safeguard concrete The quality of injection keeps the globality of structural environment stronger.Secondly, shield arch domestic demand setting steelframe 4 and pipe canopy guide pipe, are ensured with this Engineering System building is stablized.Wherein, steelframe need to take the drum steel body system of 18#, longitudinal anchor pole connection for selecting φ 22, and steelframe Spacing is maintained at 60cm, and circumferential spacing is 50cm.The installation of pipe canopy guide pipe system needs the arrangement in conjunction with steelframe, so It is stringenter to parameter requests such as guide pipe circumferential direction spacing, extrapolation angle and lengthwise positions during installation, avoid pipe canopy bore position Deviation.
In the present embodiment, the building in tunnel portal location is needed according to periphery landform, draining streamline, ground quality and road The situations binding analysis such as road intersection, so that open cut tunnel length can be accurately arranged.Period, open cut tunnel use reinforced concrete lining layer knot Structure, such structural integrity is stronger, can guarantee the stability of entrance construction, and can reduce the work of hole excavation on this basis Cheng Liang.So this engineering tunnel hole is respectively provided with pipe canopy and advanced tubule auxiliary system, has to ensure to work to carry out into hole It ensures.
Pipe canopy system answers integrating tunnel rock mass structure environment to be arranged, according to granular media shape and cataclastic texture build V grades of country rocks into Hole section.In addition pipe canopy 5 is set within the scope of 120 ° of lining cutting arch, it is ensured that circumferential spacing 40cm, and long 5-6m is saved, inside uses φ 108X6 hot rolled seamless steel tube system.In addition, advanced tubule 6 is set within the scope of 120 ° of lining cutting arch, 5-15 ° of vertical angle, really Circumferential spacing 30-50cm is protected, and pipe range 4.5m, inside use the hot rolled seamless steel tube system of φ 42mmX4.
Pipe canopy drilling construction technology selects hidden hole drilling, need to set up drilling machine platform in fixed position first, is ensuring that platform applies Work ambient stable and it is secured while, with drilling rod guiding and the measures such as theodolite, adjusted repeatedly for bore position, with ensure with Guide pipe axis matches.Secondly, during perforation of boring machine, the method that early period should take low speed to enter slowly avoids excessive surface Vibration, influences the stability of periphery rock mass, after drilling depth is drilled into 2m range after hole, can accelerate drilling efficiency, it is deep to arrive at design Degree just releases drilling rod, utilizes dust in high-pressure blast cleaning eye.Finally, boring injected hole on steel pipe, aperture should be maintained at 12mm, and Spacing is maintained within 20cm, is distributed in plum blossom-shaped, is ensured that slip casting implementation of work is perfect with this.Period, slip casting machine work need to be set Set pressure gauge, it is ensured that pressure meets Practical Project demand, just can guarantee constructing tunnel quality.
In the present embodiment, in the step e, dark wide open digging need of work is excavated using benching tunneling method, it is ensured that is applied Work process meets the principle of short drilling depth, diligent supporting and weak blast, is just avoided that Tunneling System building stability meets sustainable apply The requirement of work.Period, each cyclic advance should control within the scope of 1.2m, it is ensured that during excavating work, be capable of providing perfect The combined supportings measures such as arch, dowel, steel disc net, concrete ejection then pour refinement for armored concrete system again, Ensure to stablize during concrete coagulation, then add anchor pole and locked, just can ensure that the bearing capacity of reinforced concrete arch frame meets Requirement of engineering.The dark hole in inside is excavated by using benching tunneling method, and controls each cyclic advance parameter, is avoided to tunnel surrounding It generates compared with large disturbances, so that it is guaranteed that tunnel stress system building stability meets the requirement of sustainable construction.
The foregoing is merely illustrative of the preferred embodiments of the present invention, is not intended to limit the invention, all in original of the invention Made any modifications, equivalent replacements, and improvements etc., should all be included in the protection scope of the present invention within reason.

Claims (10)

1. a kind of hazy start tunneling method of vcehicular tunnel, which comprises the following steps:
A, intercepting ditch system is built on Tunnel top;
B, excavation and supporting are carried out to Tunnel slope;
C, masonry bias-voltage retaining wall is carried out on the outside of hole;
D, supporting and shield arch construction are carried out to outside open cut tunnel mouth;
E, excavation and support is carried out to the dark hole in inside, and carries out inverted arch filling.
2. the hazy start tunneling method of vcehicular tunnel according to claim 1, which is characterized in that in the step b, Top-down stage excavation is used to Tunnel slope, and stage excavation height is maintained between 2-3m, and successively takes slope surface Supporting measure.
3. the hazy start tunneling method of vcehicular tunnel according to claim 1 or 2, which is characterized in that slope retaining It is to be in the grouting rock bolt of quincuncial arrangement by the way that more are arranged in slope surface, and reinforced mesh is set in slope surface and is sprayed mixed Solidifying soil.
4. the hazy start tunneling method of vcehicular tunnel according to claim 1, which is characterized in that in the step c, When building bias-voltage retaining wall, the dowel that is connected with basement rock of setting in bias-voltage retaining wall basis, and bias-voltage retaining wall with face upward slope scar Pre-buried connection anchor pole in contact surface.
5. the hazy start tunneling method of vcehicular tunnel according to claim 4, which is characterized in that in the step d, Drum steel arch-shelf is used to outside open cut tunnel supporting, and longitudinal using anchor pole connection, circumferential spacing is maintained at 0.5m.
6. the hazy start tunneling method of vcehicular tunnel according to claim 5, which is characterized in that the steel arch-shelf The arch springing position connection anchor pole pre-buried with bias-voltage retaining wall is fixed.
7. the hazy start tunneling method of vcehicular tunnel according to claim 1, which is characterized in that in the step d, The shield arch domestic demand setting steelframe and pipe canopy guide pipe of outside open cut tunnel mouth.
8. the hazy start tunneling method of vcehicular tunnel according to claim 7, which is characterized in that served as a contrast in tunnel portal It builds and pipe canopy and advanced tubule is set within the scope of 120 ° of arch.
9. the hazy start tunneling method of vcehicular tunnel according to claim 8, which is characterized in that the pipe canopy and super Preceding ductule is all made of hot rolled seamless steel tube system.
10. the hazy start tunneling method of vcehicular tunnel according to claim 1, which is characterized in that the step e In, the dark hole in inside is excavated using benching tunneling method, and each cyclic advance is no more than 1.2m.
CN201910562949.3A 2019-06-26 2019-06-26 A kind of hazy start tunneling method of vcehicular tunnel Pending CN110318770A (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201910562949.3A CN110318770A (en) 2019-06-26 2019-06-26 A kind of hazy start tunneling method of vcehicular tunnel

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201910562949.3A CN110318770A (en) 2019-06-26 2019-06-26 A kind of hazy start tunneling method of vcehicular tunnel

Publications (1)

Publication Number Publication Date
CN110318770A true CN110318770A (en) 2019-10-11

Family

ID=68120398

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201910562949.3A Pending CN110318770A (en) 2019-06-26 2019-06-26 A kind of hazy start tunneling method of vcehicular tunnel

Country Status (1)

Country Link
CN (1) CN110318770A (en)

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN110645003A (en) * 2019-10-17 2020-01-03 中铁二局集团有限公司 Completely weathered granite bias steep slope tunnel entry construction method
CN111322087A (en) * 2020-04-22 2020-06-23 四川省商业建设有限责任公司 Construction method for soft soil highway tunnel entrance semi-open semi-hidden tunnel in mountainous area
CN111365020A (en) * 2020-02-25 2020-07-03 中国电建集团华东勘测设计研究院有限公司 Back-pressure backfill construction method suitable for biased hole entry under poor geological conditions
CN111594218A (en) * 2020-05-22 2020-08-28 招商局重庆交通科研设计院有限公司 Steep terrain tunnel diagonal hole-entering structure and construction method
CN112127900A (en) * 2020-09-07 2020-12-25 中国水利水电第十四工程局有限公司 Construction method for hidden half-wall and half-arch protection structure of exposed arch of shallow-buried bias tunnel penetrating through accumulation body
CN112647536A (en) * 2020-12-04 2021-04-13 四川省交通勘察设计研究院有限公司 Open cut tunnel construction method without side slope disturbance

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR100656194B1 (en) * 2006-05-03 2006-12-13 은산토건(주) Open cut and cover method applying tunnel cut method
CN102518453A (en) * 2011-12-14 2012-06-27 中铁十二局集团有限公司 Quick tunnel-entrance construction method for bias-pressure shallow-buried or single-pressure tilting arenaceous loess tunnels
KR20130058193A (en) * 2011-11-25 2013-06-04 박길석 Method for constructing largesection tunnel and largesection tunnel
CN103206219A (en) * 2013-05-06 2013-07-17 浙江省宏途交通建设有限公司 Holed excavation supporting structure for light and dark junction section of tunnel in bias pressure state and construction method
CN106321106A (en) * 2015-06-30 2017-01-11 中交二公局第六工程有限公司 Construction method for tunnel-entering of tunnel weak surrounding rock and semi-open and semi-underground bias section portal abutment
CN208416561U (en) * 2018-05-28 2019-01-22 中铁第一勘察设计院集团有限公司 A kind of Mountain Tunnels half-open and half-hidden structure

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR100656194B1 (en) * 2006-05-03 2006-12-13 은산토건(주) Open cut and cover method applying tunnel cut method
KR20130058193A (en) * 2011-11-25 2013-06-04 박길석 Method for constructing largesection tunnel and largesection tunnel
CN102518453A (en) * 2011-12-14 2012-06-27 中铁十二局集团有限公司 Quick tunnel-entrance construction method for bias-pressure shallow-buried or single-pressure tilting arenaceous loess tunnels
CN103206219A (en) * 2013-05-06 2013-07-17 浙江省宏途交通建设有限公司 Holed excavation supporting structure for light and dark junction section of tunnel in bias pressure state and construction method
CN106321106A (en) * 2015-06-30 2017-01-11 中交二公局第六工程有限公司 Construction method for tunnel-entering of tunnel weak surrounding rock and semi-open and semi-underground bias section portal abutment
CN208416561U (en) * 2018-05-28 2019-01-22 中铁第一勘察设计院集团有限公司 A kind of Mountain Tunnels half-open and half-hidden structure

Non-Patent Citations (1)

* Cited by examiner, † Cited by third party
Title
曹俊杰: "隧道半明半暗法进洞施工", 《城市建筑》 *

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN110645003A (en) * 2019-10-17 2020-01-03 中铁二局集团有限公司 Completely weathered granite bias steep slope tunnel entry construction method
CN111365020A (en) * 2020-02-25 2020-07-03 中国电建集团华东勘测设计研究院有限公司 Back-pressure backfill construction method suitable for biased hole entry under poor geological conditions
CN111322087A (en) * 2020-04-22 2020-06-23 四川省商业建设有限责任公司 Construction method for soft soil highway tunnel entrance semi-open semi-hidden tunnel in mountainous area
CN111594218A (en) * 2020-05-22 2020-08-28 招商局重庆交通科研设计院有限公司 Steep terrain tunnel diagonal hole-entering structure and construction method
CN112127900A (en) * 2020-09-07 2020-12-25 中国水利水电第十四工程局有限公司 Construction method for hidden half-wall and half-arch protection structure of exposed arch of shallow-buried bias tunnel penetrating through accumulation body
CN112647536A (en) * 2020-12-04 2021-04-13 四川省交通勘察设计研究院有限公司 Open cut tunnel construction method without side slope disturbance

Similar Documents

Publication Publication Date Title
CN110318770A (en) A kind of hazy start tunneling method of vcehicular tunnel
CN102758632B (en) Rock stratum double initial support layering method for establishing large-scale underground structure
CN102226403B (en) Construction method of large-span subway station main body by using arched cover method and station main body structure
CN102758642B (en) Long-span tunnel overlapping carrying arch structure for upper-soft and lower-hard stratum and construction method thereof
CN105041349A (en) Underground excavation construction method for expanded excavation of station on basis of metro regional shield tunnel
CN103206219A (en) Holed excavation supporting structure for light and dark junction section of tunnel in bias pressure state and construction method
CN105064397B (en) Open excavation construction method for expanding excavation of station on metro interzone shield tunnel foundation
CN101270579B (en) Foundation pit guard method for expansion construction from deep foundation pit to shallow foundation pit
CN104989425B (en) A kind of tunneling is into hole supporting construction and its method for protecting support
CN201991017U (en) Subway large-span station body structure based on arch cover method construction forming
CN109853399B (en) Large-section inclined tunnel type arch support structure for arch bridge and construction method thereof
CN105178327A (en) Composite retaining structure of foundation pit project and construction method thereof
CN106437726A (en) Ground fracture crushed zone passing construction method for shallow-buried tunnel excavation
CN103410152B (en) A kind of construction method for long and narrow deep foundation pit earthwork digging
CN110617067A (en) Low-risk construction method for full-section boundary advanced pipe shed of extremely-soft surrounding rock tunnel
CN109441456A (en) A kind of the tunnel structure and its construction method of weakness Facility-sliding strata
CN203229955U (en) Foundation pit enclosure structure allowing supporting while excavating
CN103321234A (en) Load-bearing structure built on high slope or geological complex area and constructing method thereof
CN110629671A (en) Suspension bridge anchorage and construction method thereof
CN107420104A (en) The horizontal prebored hole static blasting excavation construction method of shallow tunnel super-large diameter
RU2485318C1 (en) Method to construct station tunnels with low subsidence of earth surface
CN204311456U (en) Foundation ditch strengthening structure
CN109056810A (en) The transverse direction that open cut or lid dig underground main structure below existing building digs construction and its construction method
CN105178355A (en) Stratum pre-reinforcement treatment method for underground space construction
CN105156114A (en) Enlarging repair and reinforcement method of roadways at crossing

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
RJ01 Rejection of invention patent application after publication

Application publication date: 20191011

RJ01 Rejection of invention patent application after publication