CN106988755A - A kind of tunnel portal weak surrounding rock section overlength pipe shed construction method - Google Patents
A kind of tunnel portal weak surrounding rock section overlength pipe shed construction method Download PDFInfo
- Publication number
- CN106988755A CN106988755A CN201710325605.1A CN201710325605A CN106988755A CN 106988755 A CN106988755 A CN 106988755A CN 201710325605 A CN201710325605 A CN 201710325605A CN 106988755 A CN106988755 A CN 106988755A
- Authority
- CN
- China
- Prior art keywords
- drilling
- pipe
- rig
- construction method
- surrounding rock
- 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
Links
- 238000010276 construction Methods 0.000 title claims abstract description 32
- 239000011435 rock Substances 0.000 title claims abstract description 20
- 238000005553 drilling Methods 0.000 claims abstract description 52
- 238000000034 method Methods 0.000 claims abstract description 30
- 238000007569 slipcasting Methods 0.000 claims abstract description 20
- 239000002689 soil Substances 0.000 claims abstract description 10
- 230000008450 motivation Effects 0.000 claims abstract description 4
- 229910000831 Steel Inorganic materials 0.000 claims description 15
- 239000010959 steel Substances 0.000 claims description 15
- 238000007789 sealing Methods 0.000 claims description 11
- 239000004567 concrete Substances 0.000 claims description 10
- 238000003466 welding Methods 0.000 claims description 9
- 238000005266 casting Methods 0.000 claims description 5
- 238000009415 formwork Methods 0.000 claims description 5
- 238000012937 correction Methods 0.000 claims description 4
- 238000006243 chemical reaction Methods 0.000 claims description 2
- 239000011378 shotcrete Substances 0.000 claims description 2
- 238000009412 basement excavation Methods 0.000 abstract description 12
- 239000004576 sand Substances 0.000 abstract description 2
- 238000009434 installation Methods 0.000 abstract 1
- 230000006641 stabilisation Effects 0.000 abstract 1
- 238000011105 stabilization Methods 0.000 abstract 1
- 238000013461 design Methods 0.000 description 7
- 239000002002 slurry Substances 0.000 description 7
- 238000005516 engineering process Methods 0.000 description 5
- 230000002787 reinforcement Effects 0.000 description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 4
- 238000010586 diagram Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 238000002156 mixing Methods 0.000 description 3
- 229920002472 Starch Polymers 0.000 description 2
- 238000007596 consolidation process Methods 0.000 description 2
- 238000005538 encapsulation Methods 0.000 description 2
- 230000001788 irregular Effects 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000002360 preparation method Methods 0.000 description 2
- 230000000087 stabilizing effect Effects 0.000 description 2
- 235000019698 starch Nutrition 0.000 description 2
- 230000004888 barrier function Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000001680 brushing effect Effects 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 238000000151 deposition Methods 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000012407 engineering method Methods 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 239000002994 raw material Substances 0.000 description 1
- 238000007493 shaping process Methods 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 239000008107 starch Substances 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
Classifications
-
- 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
- E21D9/10—Making by using boring or cutting machines
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
- E21B7/04—Directional drilling
- E21B7/10—Correction of deflected boreholes
-
- 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
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Geology (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Architecture (AREA)
- Physics & Mathematics (AREA)
- Fluid Mechanics (AREA)
- Civil Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a kind of tunnel portal weak surrounding rock section overlength pipe shed construction method, the precision of pipe roof construction is ensure that using guiding technique, and drilling process provides reference to geologic record for tunnel excavation, effective advance support provides technical guarantee for tunnel excavation.Tunnel excavation enters before hole, after being excavated in place to hole face-upward slope, applies pipe canopy and is oriented to wall, pre-buried guide pipe, while processing drilling rod, configures high power air compressor machine, after rig is in place, installation positioner is positioned in drilling rod head, and the drilling off normal according to the body of rod in drilling process is rectified a deviation in time, simultaneously with drilling length and soil layer geological condition, motivation of adjustment, it is ensured that rig depth and position, is waited after the completion of creeping into, separate rig and drilling rod, slip casting；Start the construction of next pipe canopy, the arch ring of the stabilization formed outside excavating, precisely, unbiased hole, hole phenomenon of collapsing, pore-forming efficiency are high for drilling process of the present invention, are adapted to complex geologic conditions, the environment such as the loose layer of sand of soil property, argillic horizon.
Description
Technical field
Overlength pipe shed is carried out the present invention relates to one kind for the weak section of area of heavy rainfull mountain ridge location tunnel portal length to prop up in advance
The construction method of shield, and in particular to mountain tunnel weak surrounding rock, it is soft or hard it is irregular, have the geology bars such as water Wei Yan ﹙ V, VI grade of Wei Yan ﹚
The especially complex tunnel portal of part carries out the construction method of overlength pipe shed advance support.
Background technology
In China Express Railway Tunnel Engineering entrance construction, pipe canopy is very common as the advance support for entering hole, applies
Work method is also highly developed, it can be common that using drawing, hole heads into method construction and pipe-following drilling method is constructed two kinds.Pipe canopy operation principle
Mainly there are two：One girder structure, is oriented to rock stratum in wall and hole by hole and forms a simply supported beam；Second passes through note
Slurry, the country rock on consolidation steel pipe periphery, steel pipe is collectively forming " arching effect " with peripheral rock；The two is constituted around tunnel profile
Shell-like structure, so as to effectively suppress wall rock loosening and collapse.And although conventional construction technology is there is provided hole guide pipe, by
Irregular in geology, pipe canopy is in the inclined hole phenomenon of frequent generation for drawing hole or drilling process, and detection methods are limited during performing,
The track of pipe-s hed drilling process can not be grasped, it is impossible to effectively achieve the final mesh that grouting reinforcement is carried out to tunnel excavation periphery
, the phenomenon that pipe dingle portion is dropped in excavation contour line is often found after excavation, so the pipe canopy of conventional engineering method is typically all controlled
System is within 30~40m, and construction speed is slow, and construction precision is relatively low.
The content of the invention
The technical problem to be solved in the present invention is：A kind of tunnel portal weak surrounding rock section overlength pipe shed construction method is provided,
Using overlength pipe shed with Manifold technology, i.e., disposable pipe canopy shaping 100m ensure that the precision of pipe roof construction using guiding technique, and
Drilling process provides reference to geologic record for tunnel excavation, and effective advance support provides technology for tunnel excavation and protected
Barrier.
The technical scheme is that：A kind of tunnel portal weak surrounding rock section overlength pipe shed construction method and its step are：
Step 1: preparation of construction；Step 2: surveying setting-out；Step 3: being oriented to wall construction；Step 4: face and side, facing upward slope surface
Encapsulation；Step 5: rig is in place；Step 6: drilling；Step 7: moving back drilling tool；Step 8: slip casting；Step 9: sealing of hole.
It is described Step 3: be oriented to wall construction in, be oriented to first within the walls bow member install；Secondly pre-buried guide pipe is carried out,
Guide pipe and bow member firm welding；Finally carry out being oriented to wall formwork erection, casting concrete.
In the step 4, encapsulated using gunite concrete, thickness >=15cm.
In the step 6,（1）Drilling rod is processed：Body of rod 6m mono- is saved, one end car internal sealing plug, one end car external sealing plug, during connection
It is local to carry out welding reinforcement；（2）Drilling rod is connected with rig：One off-balance bit of welding in front of drilling rod first segment, body of rod rear with
Drilling tool thread is connected；（3）Correction:Guiding instrument apparatus is installed in first pole body, it includes the locator of bit location, it is fixed
Position device is placed on steel plate, and both sides are fixed using steel pipe, and locator is connected by cable with display, is oriented to instrument apparatus by becoming
Frequency equipment is connected with extraneous power supply；Locator in drilling process, drill bit steel pipe reaches the situation of drilling by cable aobvious
Show on device, the body of rod drilling off normal situation that operating personnel feeds back according to display is rectified a deviation in time, while with drilling length
With soil layer geological condition, by manually operating rig motivation of adjustment, it is ensured that rig depth and position, the depth up to reaching requirement
And position；（4）Record geological condition：In drilling process, according to landwaste situation, front geological condition is recorded in time.
In the step 8, tube shed grouting order follows the principle of " in the middle of behind first both sides, from thin to thick "；Slip casting process is adopted
Consumption control and voltage-controlled double standards.
The beneficial effects of the invention are as follows：Compared with prior art, the invention has the advantages that：
1st, precisely, unbiased hole, hole phenomenon of collapsing, pore-forming efficiency are high, are adapted to complex geologic conditions, the loose sand of soil property for drilling process
Layer, argillic horizon etc.；
2nd, process power output is applied uniform, the interference to geology is few；
3rd, boring procedure water consumption is few, and drilling is used as power-forced drilling using pressure-air in soil layer（Drilled dry）, control in rock stratum
System water, it is particularly suitable to gravelly soil, argillic horizon class soil layer, sandy soils；
4th, speed of fulfiling hole is fast, and work efficiency is high；
5th, long pipe shed one end enters basement rock, and one end is that hole is oriented to wall, and two ends are fixing end, can effectively control to play freely-supported
Beam effect is obvious to control Portal Section excavation deformation effect；
6th, overlength pipe shed can effectively verify earth layer in front situation, excavated for subsequent tunnel and provide reference.
Accompanying drawing and explanation
A kind of tunnel portal weak surrounding rock section overlength pipe shed construction method process charts of Fig. 1；
Fig. 2 is oriented to instrument apparatus operation principle schematic diagram；
Fig. 3 is oriented to wall formwork erection schematic diagram；
Fig. 4 orifice tube construction drill schematic diagrames.
Embodiment
The specific embodiment of the invention：
Embodiment 1：A kind of tunnel portal weak surrounding rock section overlength pipe shed construction method, its detailed construction technology process is shown in accompanying drawing
Shown in 1：
（1）Preparation of construction：Determined to excavate the height and width of platform according to drill height and the longitudinal length needed, by original ground
Step is dug from top to bottom, after digging to desired height and width, side slope to both sides and is faced upward slope and is carried out slope, while both sides are set
Put interim ditch；Excavation method uses mechanical equivalent of light excavation, and artificial allotment of labor, digging machine is cut clearly；
（2）Surveying setting-out：Required according to design document, tunnel center line, absolute altitude are gone out using total powerstation setting-out, and check accurately；Root
According to correct tunnel center line coordinates and elevation is checked, guiding wall is identified at the scene and excavates scope and absolute altitude；
（3）Wall 9 is oriented to construct：
Bow member in wall 9 is oriented to install：After being oriented to the position of wall 9 excavation in place, bearingtest is carried out to being oriented to the basis of wall 9 first,
Such as it is oriented to the foundation bearing capacity of wall 9 not enough, consolidation process need to be carried out, after basis is qualified, 3 Pin I20b I-shapeds is set in being oriented in wall 9
Steel, is set per Pin steelframes by 3 units, and bow member joint is forbidden being arranged on keystone；
Pre-buried guide pipe：By surveying setting-out, determine pipe canopy position of opening, and identified with cross, guide pipe using φ 127 ×
6mm steel pipes, guide pipe and bow member firm welding, are oriented to tube angulation and are strictly controlled by design requirement；
It is oriented to the formwork erection of wall 9, casting concrete：It is bolted before being oriented to the template of wall 9；It is smoother to ensure to be oriented to the internal model of wall 9,
It is oriented to the end head formwork of wall 9 to install using 5cm solid woods, connection is used between plank plus back up mode is reinforced, plank sheathing and steel
It is connected firmly between template using dog or steel nail.Template and concrete surface brushing releasing agent；Model sheetinstallat simultaneously checks conjunction
After lattice, the guiding concrete of wall 9 is poured, casting process needs strict control raw material quality, strengthens the mixing quality of concrete, pours
The process of building is made firm by ramming closely knit, and concrete is unified by blending station centralizedly supply, and casting sequence is symmetrically poured into a mould from arch springing both sides, until arch
Top；After the completion of concreting, that is, maintenance, 7 days curing periods are proceeded by, while after intensity reaches 70%, starting to remove non-bearing
Structure and external mold, after intensity reaches 100%, that is, remove internal model and other templates；Orifice tube is numbered in sequence.（See attached
Fig. 4）
（4）Face and side, face upward slope surface encapsulation：In order to prevent slip casting process, hole grout；C25 concrete enclosings are sprayed, it is thick
Spend 15cm；
（5）Rig is in place：Rig uses track-mounted drill, according to the position of surveying setting-out, adjustment rig position；Using from height to
The principle of even hole behind low, first odd number hole；
（6）Drilling：
A drilling rods are processed：The body of rod is uniformly processed by reinforcement yard, and material is φ 108*6mm pipe canopy materials, is saved by 6m mono-,
One end car internal sealing plug, one end car external sealing plug, silk mouthful depth is 3mm, length 8cm, and welding reinforcement is locally carried out during connection；
B drilling rods are connected with rig：One off-balance bit of welding in front of drilling rod first segment；Firm welding, the drill bit is first use；
Body of rod rear is connected with drilling tool thread；
C rectifies a deviation:Guiding instrument apparatus is installed in first pole body, it includes the locator 3 of bit location, locator 3 is placed on
On steel plate 1, both sides are fixed using steel pipe 2, and locator 3 is oriented to instrument apparatus and set by frequency conversion with being connected outside hole using seizing wire
Standby 6 are connected with extraneous power supply 7；The situation of drilling is reflected on display 5 by the locator 3 in drilling process, drill bit steel pipe,
The body of rod drilling off normal situation that operating personnel feeds back according to display 5 is rectified a deviation in time, while with drilling length and soil layer
Geological condition, motivation of adjustment, it is ensured that rig depth and position, until reaching depth and the position of requirement；Sensor can when performing
To send signal, display 5, which is received, can show drill bit now from the depth, the discrepancy in elevation and drilling rod and water in place at hole after signal
The angle of horizontal line, is directed to the data that instrument apparatus receives and is contrasted with gross data, and such as display discrepancy in elevation h is bigger than normal, then needs to adjust
Whole drill bit is directed downward；Angle α is used for controlled level direction, and α values answer≤1, α>Drill bit opposite direction " top " is then entered into correction when 1；
If h and α values are horizontally advanced all in allowed band along with regard to bit line, finished until performing.
D records geological condition：In drilling process, according to landwaste situation, front geological condition is recorded in time.
（7）Move back drilling tool：After drilling to design attitude, the threaded connection between drilling rod and drilling tool is unclamped, head, which is installed, only starches
Valve；
（8）Slip casting
A grouting sequences
Tube shed grouting order follows the principle of " in the middle of behind first both sides, from thin to thick ".Mortar depositing construction is constructed by two ends, to tunnel
Road vault direction is promoted, and the concentration of slurry of slip casting is lower during beginning, and gradually enriching is to design concentration.
B slurries mixings
According to deployed match ratio carry out slurrying, slurries are mixed uniform, with good mobility and viscosity.Slip casting
Journey stirring work can not stop, and one untill slip casting is finished.
C grouting pressures are controlled with grouting amount
Slip casting process is using amount control and voltage-controlled double standards, and should blow slowly pressurization during slip casting, reach after pressure, and after voltage stabilizing, slurries have
Shi Huicong sealing parts are uniformly overflowed, and can also be overflowed sometimes at the rock crazing seam of surrounding, and expression has been filled., should after slip casting is finished
Grouting amount compared with theoretical values, when more when grouting amount is less than theoretical values, illustrate not fill in pipe, now
It should stop carrying out pressure injection again after slip casting ascertains the reason.
D slip casting ending standards
As long as meeting one of three below condition during slip casting, you can think that single hole slip casting reaches the requirement of design and can terminated
Slip casting.First, grouting pressure is stepped up, and reaches design final pressure (generally 1.0~2.0MPa) stable 10min；Second, slip casting
80% of amount not less than design grouting amount；3rd, it is to start 1/4 into slurry speed to enter to starch speed.
(9) sealing of hole
After the completion of slip casting, sealing of hole is carried out in time, prevents slurries from outflowing, ultimately form the arch ring of fixing-stable（See Fig. 4）, it is ensured that tunnel
Stabilizing power in road digging process, reduces risk of distortion of the tunnel in work progress.
Claims (5)
1. a kind of tunnel portal weak surrounding rock section overlength pipe shed construction method, it is characterised in that：Construction procedure is：Step 1: applying
Working drawing is standby；Step 2: surveying setting-out；Step 3: being oriented to wall（9）Construction；Step 4: face and side, facing upward slope surface-closed；Step
Rapid five, rig is in place；Step 6: drilling；Step 7: moving back drilling tool；Step 8: slip casting；Step 9: sealing of hole.
2. a kind of tunnel portal weak surrounding rock section overlength pipe shed construction method according to claim 1, it is characterised in that：It is described
Step 3: being oriented to wall（9）In construction, guiding wall is carried out first（9）Interior bow member is installed；Secondly pre-buried guide pipe, guide pipe are carried out
With bow member firm welding；Finally carry out guiding wall（9）Formwork erection, casting concrete.
3. a kind of tunnel portal weak surrounding rock section overlength pipe shed construction method according to claim 1, it is characterised in that：It is described
In step 4, encapsulated using gunite concrete, thickness >=15cm.
4. a kind of tunnel portal weak surrounding rock section overlength pipe shed construction method according to claim 1, it is characterised in that：It is described
In step 6,（1）Drilling rod is processed：Body of rod 6m mono- is saved, one end car internal sealing plug, one end car external sealing plug, is locally welded during connection
Strengthen；
（2）Drilling rod is connected with rig：One off-balance bit of welding in front of drilling rod first segment, body of rod rear is connected with drilling tool thread；
（3）Correction:Guiding instrument apparatus is installed in first pole body, it includes the locator of bit location（3）, locator（3）
It is placed on steel plate（1）On, both sides use steel pipe（2）It is fixed, locator（3）Pass through cable and display（5）It is connected, display
（5）Pass through frequency conversion equipment（6）With extraneous power supply（7）It is connected；Locator in drilling process, drill bit steel pipe（3）By drilling
Situation reaches display by cable（5）On, operating personnel is according to display（5）The body of rod drilling off normal situation of feedback is entered in time
Row correction, while with drilling length and soil layer geological condition, by manually operating rig motivation of adjustment, it is ensured that rig depth and
Position, until reaching depth and the position of requirement；
（4）Record geological condition：In drilling process, according to landwaste situation, front geological condition is recorded in time.
5. a kind of tunnel portal weak surrounding rock section overlength pipe shed construction method according to claim 1, it is characterised in that：It is described
In step 8, tube shed grouting order follows the principle of " in the middle of behind first both sides, from thin to thick "；Slip casting process using amount control with it is voltage-controlled
Double standards.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710325605.1A CN106988755A (en) | 2017-05-10 | 2017-05-10 | A kind of tunnel portal weak surrounding rock section overlength pipe shed construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710325605.1A CN106988755A (en) | 2017-05-10 | 2017-05-10 | A kind of tunnel portal weak surrounding rock section overlength pipe shed construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN106988755A true CN106988755A (en) | 2017-07-28 |
Family
ID=59417954
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710325605.1A Pending CN106988755A (en) | 2017-05-10 | 2017-05-10 | A kind of tunnel portal weak surrounding rock section overlength pipe shed construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106988755A (en) |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108457658A (en) * | 2018-03-14 | 2018-08-28 | 济南城建集团有限公司 | A kind of texture stratum tunnel list hole bidirectional construction crosses section constructing method |
| CN108825134A (en) * | 2018-07-27 | 2018-11-16 | 深圳市市政设计研究院有限公司 | A kind of drill bit guidance system and arc large scale piperoof construction method |
| CN109139046A (en) * | 2018-08-23 | 2019-01-04 | 洛阳恒诺锚固技术有限公司 | Segmenting slip casting self-drilling type barrel vault advanced support method |
| CN109281688A (en) * | 2018-11-07 | 2019-01-29 | 中国建筑土木建设有限公司 | A kind of tunnel Shed-pipe Advanced Support precise positioning system and construction method |
| CN109488340A (en) * | 2018-12-30 | 2019-03-19 | 平煤神马建工集团有限公司 | Advanced pouch pre-pouring grout passes rapidly through the construction method in high prominent down-hole goaf |
| CN110159308A (en) * | 2019-05-27 | 2019-08-23 | 中国五冶集团有限公司 | A kind of tunnel long pipe shed localization method |
| CN110374633A (en) * | 2019-07-19 | 2019-10-25 | 中铁隧道集团二处有限公司 | The Portal Section Construction method of Tunnel Passing loose media |
| CN110578536A (en) * | 2019-10-15 | 2019-12-17 | 中铁十二局集团有限公司 | Excavation support reinforcing method for underground excavation section of subway to penetrate existing street crossing channel |
| CN112343509A (en) * | 2020-11-26 | 2021-02-09 | 广州地铁设计研究院股份有限公司 | Guiding and deviation rectifying device for pipe shed construction in sandy cobble stratum |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101260784A (en) * | 2008-04-23 | 2008-09-10 | 北京首尔工程技术有限公司 | Tunnel advanced support air circulated drilling construction method and drilling tool |
| CN101737060A (en) * | 2009-12-28 | 2010-06-16 | 中铁二局股份有限公司 | Beneath-soil through-tunnel superlarge diameter pipe curtain construction method |
| CN203547754U (en) * | 2013-07-09 | 2014-04-16 | 中铁十四局集团有限公司 | Device for improving construction precision of long and large pipe shed |
| CN104373041A (en) * | 2014-09-11 | 2015-02-25 | 中铁十六局集团第五工程有限公司 | Drilling deviation rectification method for 60-meter-long hole drilling of tunnel large pipe shed |
-
2017
- 2017-05-10 CN CN201710325605.1A patent/CN106988755A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101260784A (en) * | 2008-04-23 | 2008-09-10 | 北京首尔工程技术有限公司 | Tunnel advanced support air circulated drilling construction method and drilling tool |
| CN101737060A (en) * | 2009-12-28 | 2010-06-16 | 中铁二局股份有限公司 | Beneath-soil through-tunnel superlarge diameter pipe curtain construction method |
| CN203547754U (en) * | 2013-07-09 | 2014-04-16 | 中铁十四局集团有限公司 | Device for improving construction precision of long and large pipe shed |
| CN104373041A (en) * | 2014-09-11 | 2015-02-25 | 中铁十六局集团第五工程有限公司 | Drilling deviation rectification method for 60-meter-long hole drilling of tunnel large pipe shed |
Non-Patent Citations (1)
| Title |
|---|
| 张华东 等: "《超浅埋湿陷性黄土地层超长管棚施工经验教训》" * |
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108457658A (en) * | 2018-03-14 | 2018-08-28 | 济南城建集团有限公司 | A kind of texture stratum tunnel list hole bidirectional construction crosses section constructing method |
| CN108825134A (en) * | 2018-07-27 | 2018-11-16 | 深圳市市政设计研究院有限公司 | A kind of drill bit guidance system and arc large scale piperoof construction method |
| CN109139046A (en) * | 2018-08-23 | 2019-01-04 | 洛阳恒诺锚固技术有限公司 | Segmenting slip casting self-drilling type barrel vault advanced support method |
| CN109281688A (en) * | 2018-11-07 | 2019-01-29 | 中国建筑土木建设有限公司 | A kind of tunnel Shed-pipe Advanced Support precise positioning system and construction method |
| CN109488340A (en) * | 2018-12-30 | 2019-03-19 | 平煤神马建工集团有限公司 | Advanced pouch pre-pouring grout passes rapidly through the construction method in high prominent down-hole goaf |
| CN110159308A (en) * | 2019-05-27 | 2019-08-23 | 中国五冶集团有限公司 | A kind of tunnel long pipe shed localization method |
| CN110159308B (en) * | 2019-05-27 | 2022-03-15 | 中国五冶集团有限公司 | Method for positioning long pipe shed of tunnel |
| CN110374633A (en) * | 2019-07-19 | 2019-10-25 | 中铁隧道集团二处有限公司 | The Portal Section Construction method of Tunnel Passing loose media |
| CN110578536A (en) * | 2019-10-15 | 2019-12-17 | 中铁十二局集团有限公司 | Excavation support reinforcing method for underground excavation section of subway to penetrate existing street crossing channel |
| CN112343509A (en) * | 2020-11-26 | 2021-02-09 | 广州地铁设计研究院股份有限公司 | Guiding and deviation rectifying device for pipe shed construction in sandy cobble stratum |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106988755A (en) | A kind of tunnel portal weak surrounding rock section overlength pipe shed construction method | |
| CN111594229B (en) | Construction method for multi-arch tunnel entrance under shallow-buried water-rich geological condition | |
| CN110056369B (en) | Construction method for entrance and exit hole of tunnel | |
| CN103306687B (en) | Soft rock tunnel long cantilever horizontal jet grouting Deformation control construction method | |
| CN105840207B (en) | Construction method for comprehensive tunnel entering structure of large-span tunnel penetrating shallow-buried bias-pressure loose accumulation body | |
| CN102943466B (en) | Construction method for miniature steel pipe concrete pile to penetrate through roadbed layer for reinforcing soft foundation construction | |
| CN104389610B (en) | A kind of ultrashort step construction method of traversing operation freeway tunnel | |
| CN109372517A (en) | One kind is suitable for wearing water supplying pipe construction method under upper soft lower hard compound stratum tunnel | |
| CN202707075U (en) | Long-span subway station main structure constructed based on column and arch method | |
| CN110374633A (en) | The Portal Section Construction method of Tunnel Passing loose media | |
| CN109538216B (en) | Tunnel construction process for crossing mining and subsidence areas | |
| CN110185457B (en) | TBM (Tunnel boring machine) horizontal pilot tunnel construction method | |
| CN105781573A (en) | Railway down-traversing highway tunnel double-layer casing pipe reinforcement double-pipe shed follow-pipe drilling construction method | |
| CN110107310A (en) | A kind of construction method at tunnel slope hole | |
| CN110130927A (en) | A kind of carbonaceous slate serious deformation control construction method | |
| CN110195604B (en) | Construction method for tunnel main tunnel TBM (tunnel boring machine) tunneling section | |
| CN107023300A (en) | A kind of use canopy, which is defended the doctrine, builds the construction method of subway station | |
| CN106930321A (en) | Underground structure novel construction method is built in a kind of pipe-jacking with large diameter combination hole stake | |
| CN103410522A (en) | Continuous close-range underpass railway bridge construction method employing shallow tunneling method | |
| CN111852515A (en) | Tunnel stratum pre-reinforcement comprehensive grouting method | |
| CN110284885A (en) | Shield inspection-pit construction method | |
| CN104695458A (en) | Construction method of deep stirring and jet grouting compound pile waterproof curtain | |
| CN109706945A (en) | Come down fracture belt tunnel construction method | |
| CN109057802A (en) | Shallow tunnel with big cross-section underpass of freeways construction method | |
| CN107514266A (en) | Shield export ＆ import bolt anchorage soil body construction method |
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 |