CN106703815B - Abutment construction method in excavation - Google Patents
Abutment construction method in excavation Download PDFInfo
- Publication number
- CN106703815B CN106703815B CN201611142965.XA CN201611142965A CN106703815B CN 106703815 B CN106703815 B CN 106703815B CN 201611142965 A CN201611142965 A CN 201611142965A CN 106703815 B CN106703815 B CN 106703815B
- Authority
- CN
- China
- Prior art keywords
- concrete
- abutment
- excavation
- tunnel
- 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.)
- Active
Links
- 238000010276 construction Methods 0.000 title claims abstract description 47
- 238000009412 basement excavation Methods 0.000 title claims abstract description 37
- 239000004567 concrete Substances 0.000 claims abstract description 49
- 210000003205 muscle Anatomy 0.000 claims abstract description 14
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 13
- 239000004575 stone Substances 0.000 claims abstract description 7
- 238000004140 cleaning Methods 0.000 claims abstract description 4
- 229910000831 Steel Inorganic materials 0.000 claims description 32
- 239000010959 steel Substances 0.000 claims description 32
- 230000002787 reinforcement Effects 0.000 claims description 17
- 239000011435 rock Substances 0.000 claims description 12
- 238000007569 slipcasting Methods 0.000 claims description 12
- 210000000481 breast Anatomy 0.000 claims description 11
- 239000007921 spray Substances 0.000 claims description 9
- 238000000034 method Methods 0.000 claims description 7
- 238000009415 formwork Methods 0.000 claims description 6
- 239000011150 reinforced concrete Substances 0.000 claims description 5
- 239000004568 cement Substances 0.000 claims description 3
- 239000003638 chemical reducing agent Substances 0.000 claims description 3
- 239000003795 chemical substances by application Substances 0.000 claims description 3
- 238000002347 injection Methods 0.000 claims description 3
- 239000007924 injection Substances 0.000 claims description 3
- 238000004519 manufacturing process Methods 0.000 claims description 3
- 238000005259 measurement Methods 0.000 claims description 3
- 239000000203 mixture Substances 0.000 claims description 3
- 210000004911 serous fluid Anatomy 0.000 claims description 3
- 239000002002 slurry Substances 0.000 claims description 3
- 239000000758 substrate Substances 0.000 claims description 3
- 239000002689 soil Substances 0.000 claims 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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
-
- 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
- E21D11/04—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
- E21D11/102—Removable shuttering; Bearing or supporting devices 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
- E21D11/04—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
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/021—Grouting with inorganic components, e.g. cement
-
- 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)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geology (AREA)
- Geochemistry & Mineralogy (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Paleontology (AREA)
- General Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Chemical & Material Sciences (AREA)
- Inorganic Chemistry (AREA)
- Piles And Underground Anchors (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The present invention relates to abutment construction methods in the excavation in constructing tunnel.Mainly collapses situation to solve the problem of in current tunnel exit that the big side slope of abutment construction and excavation height loosely will cause to slip and invent.Slope danger stone is faced upward on the outside of cleaning tunnel first, bolt-spary supports is from top to bottom carried out to side slope on the outside of tunnel, lock foot anchor tube is performed to abutment and two shirt portion position of platform front-axle beam slot two sides, temporary support is added to the left and right abutment wall of tunnel double-lining, abutment construction uses step excavation in tunnel, first left and then right, caisson uses concrete guard wall excavation plan, and merogenesis excavates, excavate one section of a section supporting, after being excavated to designed elevation, descending reinforcing cage carries out pouring for concrete；Mask muscle is arranged in cushion cap concrete one-time-concreting, four sides of cushion cap；Abutment body concrete is poured in two times, and pouring height for the first time is pinner floor height, is poured for the second time to designed elevation.Advantage is that construction site is small, and section construction is not in slip phenomenon of collapsing.
Description
Technical field:
The present invention relates to abutment construction methods in the excavation in constructing tunnel.
Background technique:
Abutment construction is all that abutment once excavates on earth into hole tunnel bottom in tunnel exit at present, and excavation height is big, field of constructing
Ground is big, if side slope is loosely it will cause situation of collapsing is slipped, there are security risks.
Summary of the invention:
Technical problem to be solved by the invention is to provide a kind of construction site is small, is not in slip phenomenon of collapsing, guarantees to apply
Abutment construction method in the excavation of work safety.
Above-mentioned purpose is achieved in that abutment construction method in excavation, manually removes on the outside of tunnel endanger in side slope first
The loose media of side slope on the outside of tunnel is cleared up in stone, side slope gib (back-pressure, the cementation of fissures and bolt-spary supports), and foundation trench excavation (is excavated to
Cushion cap bottom surface), excavation pile construction, bearing platform construction, abutment body construction, side slope permanent support (lattice beam anchor cable).
Concrete construction method are as follows:
One, first cleaning tunnel on the outside of face upward slope danger stone, then it is carried out element spray C25 concrete closing, injection with a thickness of
8cm；
Two, bolt-spary supports is from top to bottom carried out to side slope on the outside of tunnel, anchor pole uses φ 22mm grouting rock bolt, grouting rock bolt
Length is 4.5m, array pitch be 0.8 m × 0.8m, with φ 8mm reinforcement fabrication steel mesh, the grid spacing of steel mesh is 20cm
× 20cm, steel mesh is connected on grouting rock bolt, on steel mesh spray C25 concrete, spray concrete with a thickness of 15cm；
Three, the lock foot anchor tube of a 42 × 3.5mm of row φ is performed to abutment and two shirt portion position of platform front-axle beam slot two sides, locks foot anchor tube
Length be 4m, the longitudinal pitch of lock foot anchor tube is 0.8m, lock foot anchor tube and tunnel side contact position and ditch bottom surface away from
From for 0.3m, and anchor plate is performed, locked between foot anchor tube and horizontal line into 10 ~ 15 degree of angles；
Four, to the left and right abutment wall of tunnel double-lining, the steel pipe crossbeam for adding φ 140mm carries out temporary support, the longitudinal direction between steel pipe
Spacing is 1.0m；Steel pipe both ends are withstood on respectively on left and right abutment wall；
Five, tunnel bottom is excavated: abutment construction uses step excavation in tunnel, first left and then right (towards hole), in Foundation Pit of Abutment
Row's φ 42mm slip casting lock foot anchor tube is first performed on the left of corresponding rock mass before excavation to reinforce, slip casting lock foot anchor tube length is
4m, it is 0.8m that the longitudinal pitch between foot anchor tube is locked in the slip casting, and slip casting locks foot anchor tube and horizontal line into 45 degree of angles, and performs
Anchor plate, grouting serous fluid use 1:1 cement slurry (weight ratio), and grouting pressure is 0.5 ~ 2.0Mpa, and every layer of excavation height is not more than
1m pours abutment wall microdilatancy, the C35 reinforced concrete with compensation shrinkage after excavation in time, pours with a thickness of 79cm, circumferential direction is main
Muscle is HRB φ 20mm reinforcing bar, and the spacing of adjacent circumferential direction main reinforcement is 25cm, and longitudinal reinforcement is HRB φ 12mm reinforcing bar, adjacent longitudinal direction steel
The spacing of muscle is 25cm, protects thickness 6cm, connect a batch muscle of the length in reserve not less than 50cm, and template uses combined steel formwork, until
The side is excavated to cushion cap bottom；Then using identical excavation method construction other side abutment；When excavating left side foundation pit, right side is temporarily opened
Side slope is dug, the gradient is not less than 1:0.5, if using bolt-spary supports when side slope is unstable；To two lining wall protecting platform width of right side
Not less than 1m, excavated on the right side of foundation pit using slope；
Foundation trench is excavated to be excavated using quartering hammer；
Six, excavation pile construction:
Caisson uses concrete guard wall excavation plan, and merogenesis excavates, and excavates one section of a section supporting, and wall of hole uses steel
Reinforced concrete retaining wall selects the construction of 1m step pitch, and breast wall concrete uses C20 concrete, concrete centralized mixing, and dado thickness is
15cm, main reinforcement uses HRB φ 12mm reinforcing bar in retaining wall, and the spacing of each adjacent main reinforcement is 25cm, and tie hoop is φ 8mm plain bar
Muscle, the spacing of tie hoop are 30cm, to placing concrete after be for 24 hours dismountable breast wall concrete template, torn open to shorten
The mould time can add early strength agent, water-reducing agent etc. in breast wall concrete mixture, when excavating away from substrate designed elevation 0.3m,
Using artificial clear bottom, in order to avoid destroy former natural ground；
After being excavated to designed elevation, descending reinforcing cage carries out pouring for concrete；
After the completion of pile foundation construction, pile integrity is detected using ultrasonic wave without damaged method or dynamic measurement of pile；
Seven, cushion cap, abutment body construction: template uses combined steel formwork, concrete centralized mixing, transport, and sliding slot enters mould, cushion cap concrete one
HRB φ 12mm mask muscle secondary to pour, that four side setting spacing of cushion cap are 12cm；Abutment body concrete is poured in two times, and first
The secondary height that pours is pinner floor height, is poured for the second time to designed elevation.
The invention has the advantages that construction site is small, section construction is not in slip phenomenon of collapsing, and guarantees construction safety.
Specific embodiment:
Abutment construction method in excavation, stone of manually endangering in side slope on the outside of removing tunnel first, side slope gib (back-pressure,
The cementation of fissures and bolt-spary supports), the loose media of side slope on the outside of tunnel is cleared up, foundation trench excavates (being excavated to cushion cap bottom surface), excavation pile construction,
Bearing platform construction, abutment body construction, side slope permanent support (lattice beam anchor cable).
Concrete construction method are as follows:
One, first cleaning tunnel on the outside of face upward slope danger stone, then it is carried out element spray C25 concrete closing, injection with a thickness of
8cm；
Two, bolt-spary supports is from top to bottom carried out to side slope on the outside of tunnel, anchor pole uses φ 22mm grouting rock bolt, grouting rock bolt
Length is 4.5m, array pitch be 0.8 m × 0.8m, with φ 8mm reinforcement fabrication steel mesh, the grid spacing of steel mesh is 20cm
× 20cm, steel mesh is connected on grouting rock bolt, on steel mesh spray C25 concrete, spray concrete with a thickness of 15cm；
Three, the lock foot anchor tube of a 42 × 3.5mm of row φ is performed to abutment and two shirt portion position of platform front-axle beam slot two sides, locks foot anchor tube
Length be 4m, the longitudinal pitch of lock foot anchor tube is 0.8m, lock foot anchor tube and tunnel side contact position and ditch bottom surface away from
From for 0.3m, and anchor plate is performed, locked between foot anchor tube and horizontal line into 10 ~ 15 degree of angles；
Four, to the left and right abutment wall of tunnel double-lining, the steel pipe crossbeam for adding φ 140mm carries out temporary support, the longitudinal direction between steel pipe
Spacing is 1.0m；Steel pipe both ends are withstood on respectively on left and right abutment wall；
Five, tunnel bottom is excavated: abutment construction uses step excavation in tunnel, first left and then right (towards hole), in Foundation Pit of Abutment
Row's φ 42mm slip casting lock foot anchor tube is first performed on the left of corresponding rock mass before excavation to reinforce, slip casting lock foot anchor tube length is
4m, it is 0.8m that the longitudinal pitch between foot anchor tube is locked in the slip casting, and slip casting locks foot anchor tube and horizontal line into 45 degree of angles, and performs
Anchor plate, grouting serous fluid use 1:1 cement slurry (weight ratio), and grouting pressure is 0.5 ~ 2.0Mpa, and every layer of excavation height is not more than
1m pours abutment wall microdilatancy, the C35 reinforced concrete with compensation shrinkage after excavation in time, pours with a thickness of 79cm, circumferential direction is main
Muscle is HRB φ 20mm reinforcing bar, and the spacing of adjacent circumferential direction main reinforcement is 25cm, and longitudinal reinforcement is HRB φ 12mm reinforcing bar, adjacent longitudinal direction steel
The spacing of muscle is 25cm, protects thickness 6cm, connect a batch muscle of the length in reserve not less than 50cm, and template uses combined steel formwork, until
The side is excavated to cushion cap bottom；Then using identical excavation method construction other side abutment；When excavating left side foundation pit, right side is temporarily opened
Side slope is dug, the gradient is not less than 1:0.5, if using bolt-spary supports when side slope is unstable；To two lining wall protecting platform width of right side
Not less than 1m, excavated on the right side of foundation pit using slope；
Foundation trench is excavated to be excavated using quartering hammer；
Six, excavation pile construction:
Caisson uses concrete guard wall excavation plan, and merogenesis excavates, and excavates one section of a section supporting, and wall of hole uses steel
Reinforced concrete retaining wall selects the construction of 1m step pitch, and breast wall concrete uses C20 concrete, concrete centralized mixing, and dado thickness is
15cm, main reinforcement uses HRB φ 12mm reinforcing bar in retaining wall, and the spacing of each adjacent main reinforcement is 25cm, and tie hoop is φ 8mm plain bar
Muscle, the spacing of tie hoop are 30cm, to placing concrete after be for 24 hours dismountable breast wall concrete template, torn open to shorten
The mould time can add early strength agent, water-reducing agent etc. in breast wall concrete mixture, when excavating away from substrate designed elevation 0.3m,
Using artificial clear bottom, in order to avoid destroy former natural ground；
After being excavated to designed elevation, descending reinforcing cage carries out pouring for concrete；
After the completion of pile foundation construction, pile integrity is detected using ultrasonic wave without damaged method or dynamic measurement of pile；
Seven, cushion cap, abutment body construction: template uses combined steel formwork, concrete centralized mixing, transport, and sliding slot enters mould, cushion cap concrete one
HRB φ 12mm mask muscle secondary to pour, that four side setting spacing of cushion cap are 12cm；Abutment body concrete is poured in two times, and first
The secondary height that pours is pinner floor height, is poured for the second time to designed elevation.
Claims (1)
1. abutment construction method in excavation, it is characterized in that: manually removing stone of endangering in side slope on the outside of tunnel first, side slope is temporarily propped up
Shield clears up the loose media of side slope on the outside of tunnel, and foundation trench excavates, excavation pile construction, bearing platform construction, and abutment body construction, side slope is permanently propped up
Shield；
Concrete construction method are as follows:
One, first cleaning tunnel on the outside of face upward slope danger stone, then it is carried out element spray C25 concrete closing, injection with a thickness of 8cm；
Two, bolt-spary supports is from top to bottom carried out to side slope on the outside of tunnel, anchor pole uses φ 22mm grouting rock bolt, grouting rock bolt length
For 4.5m, array pitch be 0.8m × 0.8m, with φ 8mm reinforcement fabrication steel mesh, the grid spacing of steel mesh be 20cm ×
Steel mesh is connected on grouting rock bolt by 20cm, on steel mesh spray C25 concrete, spray concrete with a thickness of 15cm；
Three, the lock foot anchor tube of a 42 × 3.5mm of row φ is performed to abutment and two shirt portion position of platform front-axle beam slot two sides, locks the length of foot anchor tube
Degree is 4m, and the longitudinal pitch of lock foot anchor tube is 0.8m, and the contact position for locking foot anchor tube and tunnel side is at a distance from the bottom surface of ditch
0.3m, and anchor plate is performed, it locks between foot anchor tube and horizontal line into 10~15 degree of angles；
Four, to the left and right abutment wall of tunnel double-lining, the steel pipe crossbeam for adding φ 140mm carries out temporary support, the longitudinal pitch between steel pipe
For 1.0m；Steel pipe both ends are withstood on respectively on left and right abutment wall；
Five, tunnel bottom excavate: in tunnel abutment construction use step excavation, it is first left and then right, Foundation Pit of Abutment correspond on the left of rock mass
It first performs row's φ 42mm slip casting lock foot anchor tube before excavating to reinforce, it is 4m that foot anchor tube length is locked in slip casting, and foot is locked in the slip casting
Longitudinal pitch between anchor tube is 0.8m, and slip casting locks foot anchor tube and horizontal line in angle of 45 degrees, and performs anchor plate, and grouting serous fluid is adopted
With 1:1 cement slurry (weight ratio), grouting pressure is 0.5~2.0Mpa, and every layer of excavation height is not more than 1m, pours in time after excavation
Abutment wall microdilatancy, the C35 reinforced concrete with compensation shrinkage, pour with a thickness of 79cm, and circumferential main reinforcement is HRB φ 20mm steel
Muscle, the spacing of adjacent circumferential direction main reinforcement are 25cm, and longitudinal reinforcement is HRB φ 12mm reinforcing bar, and the spacing of adjacent longitudinal reinforcement is 25cm,
Thickness 6cm is protected, connect a batch muscle of the length in reserve not less than 50cm, template uses combined steel formwork, until the side is excavated to cushion cap
Bottom；Then using identical excavation method construction other side abutment；When excavating left side foundation pit, the interim excavation slope in right side, the gradient is not
Less than 1:0.5, if using bolt-spary supports when side slope is unstable；1m, foundation pit are not less than to two lining wall protecting platform width of right side
It is excavated using slope on right side；
Foundation trench is excavated to be excavated using quartering hammer；
Six, excavation pile construction:
Caisson uses concrete guard wall excavation plan, and merogenesis excavates, and excavates one section of a section supporting, and wall of hole is mixed using reinforcing bar
Solidifying soil retaining wall, selects the construction of 1m step pitch, and breast wall concrete uses C20 concrete, concrete centralized mixing, dado thickness 15cm, shield
Main reinforcement uses HRB φ 12mm reinforcing bar in wall, and the spacing of each adjacent main reinforcement is 25cm, and tie hoop is φ 8mm plain steel-bar, spiral
The spacing of stirrup be 30cm, to placing concrete after for 24 hours be dismountable breast wall concrete template, for shorten striking time,
Early strength agent, water-reducing agent are added in breast wall concrete mixture, when excavating away from substrate designed elevation 0.3m, using artificial clear
Bottom, in order to avoid destroy former natural ground；
After being excavated to designed elevation, descending reinforcing cage carries out pouring for concrete；
After the completion of pile foundation construction, pile integrity is detected using ultrasonic wave without damaged method or dynamic measurement of pile；
Seven, cushion cap, abutment body construction: template uses combined steel formwork, concrete centralized mixing, transport, and sliding slot enters mould, and cushion cap concrete once pours
It builds, the HRB φ 12mm mask muscle that four side setting spacing of cushion cap are 12cm；Abutment body concrete is poured in two times, is poured for the first time
Building height is pinner floor height, is poured for the second time to designed elevation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611142965.XA CN106703815B (en) | 2016-12-13 | 2016-12-13 | Abutment construction method in excavation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611142965.XA CN106703815B (en) | 2016-12-13 | 2016-12-13 | Abutment construction method in excavation |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106703815A CN106703815A (en) | 2017-05-24 |
| CN106703815B true CN106703815B (en) | 2018-12-07 |
Family
ID=58937454
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201611142965.XA Active CN106703815B (en) | 2016-12-13 | 2016-12-13 | Abutment construction method in excavation |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106703815B (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107100157A (en) * | 2017-06-22 | 2017-08-29 | 张玉芳 | Study test platform and method that unfavorable geologic body interacts with bridge structure |
| CN111041991A (en) * | 2019-12-17 | 2020-04-21 | 中交路桥建设有限公司 | Abutment construction method |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20040019818A (en) * | 2002-08-30 | 2004-03-06 | 주식회사 토암건설 | Movable Steel Form for Constructing Culvert and Continuous Constructing Method of Culvert Using the Same |
| CN201679094U (en) * | 2010-05-25 | 2010-12-22 | 中铁二院工程集团有限责任公司 | Abutment-tunnel conjunctive structure |
| CN102691272A (en) * | 2012-06-05 | 2012-09-26 | 中铁第一勘察设计院集团有限公司 | Bridge-tunnel integration flexible steel mesh open cut tunnel structure for preventing falling rocks |
| CN203867586U (en) * | 2014-05-04 | 2014-10-08 | 西南交通大学 | Connecting structure used for connecting bridge and tunnel |
| CN204140086U (en) * | 2014-08-21 | 2015-02-04 | 铁道第三勘察设计院集团有限公司 | High-speed railway separate type tunnel bridge serial connection portal |
| CN104453918A (en) * | 2014-10-30 | 2015-03-25 | 中铁四局集团第二工程有限公司 | Water-rich sandy cobble stratum shield short-range underneath pass rigid bridge construction method |
-
2016
- 2016-12-13 CN CN201611142965.XA patent/CN106703815B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20040019818A (en) * | 2002-08-30 | 2004-03-06 | 주식회사 토암건설 | Movable Steel Form for Constructing Culvert and Continuous Constructing Method of Culvert Using the Same |
| CN201679094U (en) * | 2010-05-25 | 2010-12-22 | 中铁二院工程集团有限责任公司 | Abutment-tunnel conjunctive structure |
| CN102691272A (en) * | 2012-06-05 | 2012-09-26 | 中铁第一勘察设计院集团有限公司 | Bridge-tunnel integration flexible steel mesh open cut tunnel structure for preventing falling rocks |
| CN203867586U (en) * | 2014-05-04 | 2014-10-08 | 西南交通大学 | Connecting structure used for connecting bridge and tunnel |
| CN204140086U (en) * | 2014-08-21 | 2015-02-04 | 铁道第三勘察设计院集团有限公司 | High-speed railway separate type tunnel bridge serial connection portal |
| CN104453918A (en) * | 2014-10-30 | 2015-03-25 | 中铁四局集团第二工程有限公司 | Water-rich sandy cobble stratum shield short-range underneath pass rigid bridge construction method |
Non-Patent Citations (2)
| Title |
|---|
| 深基坑侧穿高架桥桥台的施工技术;牟朝东;《山西建筑》;20160131;第42卷(第1期);第187-189页 * |
| 钢筋混凝土连续墙式桥台的施工;杨宏亮等;《铁道建筑》;20030331(第3期);第13-14页 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN106703815A (en) | 2017-05-24 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106958256B (en) | A kind of placement layer by layer, the open caisson construction technique repeatedly sunk | |
| CN107542108B (en) | A kind of reverse construction method of building basement structure | |
| CN105041333B (en) | It is a kind of first to fill out the method for digging method processing Tunnel Landslide afterwards | |
| CN205742213U (en) | Foundation pit supporting construction | |
| CN106498950B (en) | Anchor head is placed in the implementation method of the Pile-Anchor Supporting for Deep Excavation system of pile body | |
| CN105421468B (en) | Basement supporting without concrete to support | |
| CN206495682U (en) | A kind of stand quickly handled for Tunnel Landslide | |
| CN106049505A (en) | Construction method for deep foundation pit supporting and protecting system | |
| CN107869351B (en) | A kind of method of high narrow type large size solution cavity Cavity treatment security protection | |
| CN110778328B (en) | Loess tunnel entrance section construction method for passing through landslide body | |
| CN103306289A (en) | Foundation pit piled anchor dado concrete anchor cable top beam structure and construction method thereof | |
| CN109209389A (en) | Hazy tunnel construction method | |
| CN108612110A (en) | A kind of Deep Foundation Pit of Metro Stations combined type construction method for supporting | |
| CN107245981A (en) | The anti-skid reinforcement combined type restoration of the ecosystem structure of revetment barricade and construction method | |
| CN106703815B (en) | Abutment construction method in excavation | |
| CN206408630U (en) | Anchor head is placed in the Pile-Anchor Supporting for Deep Excavation system of pile body | |
| CN107420115A (en) | A kind of shallow-depth-excavation tunnel fall changes arch processing unit and its processing method | |
| CN109610473A (en) | A kind of construction method of the large-scale pool structure foundation pit supporting system of municipal administration | |
| CN110821512B (en) | Loess tunnel entrance opening section pre-reinforcing and excavating construction method passing through landslide body | |
| CN110905529B (en) | Construction method of loess tunnel penetrating through landslide mass | |
| CN216586567U (en) | Pit-in-pit miniature pile supporting structure | |
| KR101117924B1 (en) | Composite type steel temporary construction and construction method thereof | |
| CN203373753U (en) | Pile anchor retaining wall concrete anchor cable top beam structure of foundation ditches | |
| CN205804366U (en) | A kind of slag runner structure | |
| CN106223344B (en) | A kind of ground line piled anchor frame foundation pit supporting method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| TR01 | Transfer of patent right | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20211210 Address after: Room 901, building 2, Zhongsu century building, 425 Xinjian North Road, Yuyao City, Ningbo City, Zhejiang Province, 315400 Patentee after: China Railway 19th Bureau Group East China Engineering Co.,Ltd. Patentee after: China Railway 19th Bureau Group No.2 Engineering Co., Ltd Address before: 111000 No. 17 Heping Road, Baita District, Liaoning, Liaoyang Patentee before: CHINA RAILWAY 19TH BUREAU GROUP 2ND Co.,Ltd. |