CN103410522A - Continuous close-range underpass railway bridge construction method employing shallow tunneling method - Google Patents
Continuous close-range underpass railway bridge construction method employing shallow tunneling method Download PDFInfo
- Publication number
- CN103410522A CN103410522A CN2013103790214A CN201310379021A CN103410522A CN 103410522 A CN103410522 A CN 103410522A CN 2013103790214 A CN2013103790214 A CN 2013103790214A CN 201310379021 A CN201310379021 A CN 201310379021A CN 103410522 A CN103410522 A CN 103410522A
- Authority
- CN
- China
- Prior art keywords
- excavation
- construction
- hole
- pipe
- supporting
- 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
Abstract
The invention discloses a continuous close-range underpass railway bridge construction method employing a shallow tunneling method and relates to a tunnel underpass railway bridge construction method. The underpass railway bridge construction method solves the problem that underpass railway bridges can not be constructed in field sections where shield shafts can not be constructed due to variable section dimension and limitation of field conditions and comprises steps of: 1, staking out in survey; 2, constructing a pile foundation bridge sleeve valve pipe; 3, constructing a pipe shed studio, arc part outward expanding for 50cm on the basis of a standard section, and setting a pipe shed studio with the length of 5m; 4, constructing a large pipe shed, staking out in survey, installing and debugging devices, manufacturing drills, enabling washing liquid to circulate the whole system, guiding and drilling and sealing and grouting; 5, performing temporary inverted arch construction, performing small guide pipe fore-supporting, performing upper bench excavation, preserving core earth, performing upper bench supporting and temporary inverted arch supporting, performing lower bench staggered excavation and supporting and core earth excavation; 6, performing grouting behind an initial supporting back; 7, constructing a second lining. The method is applied tocontinuous close-range underpass railway bridge tunnel construction employing the shallow tunneling method.
Description
Technical field
The present invention relates to a kind of rail wear bridge construction method under tunnel.
Background technology
In subway construction, running tunnel unavoidably descends the structures such as drawing-in wire, river, building, road, bridge, construction will impact above-mentioned structure in various degree, the lighter's ground settlement, severe one seepage cause cave in, building craze and transfiguration, pavement depression cracking, pile foundation inclination cause serious consequence.
The general shield construction that adopts while wearing the privileged sites such as river, building and bridge under interval, can control well sedimentation, reduce disturbance, in time lining cutting and guarantee safety, but in cross dimensions, exist variation, field condition restriction that shield structure well location can't be set and must adopt the hidden construction process construction, during the hidden construction process construction, how to lower to greatest extent the impact of construction on building on it, take which kind of excavation supporting parameter, guarantee safety, economy, complete the running tunnel construction task rapidly, seem particularly important.
Summary of the invention
The present invention is in order to solve the privileged sites such as Xia Chuan river, tunnel, building and bridge, and the tunnel cross-section size exists variation, field condition restriction that shield structure well employing shield-tunneling construction location can't be set routinely and uses the shallow burial hidden digging construction, for the problems referred to above, a kind of job practices that adopts shallow buried covered excavation to give the rail wear bridge is proposed.
The present invention solves the problems of the technologies described above the technical scheme of taking to be: shallow burial hidden digging of the present invention closely descends the job practices of rail wear bridge to realize according to following steps continuously:
Step 1, measurement setting-out: according to design drawing, on earth's surface, setting-out is measured in sleeve valve pipe construction position;
Step 2, pile foundation bridge sleeve valve pipe construction: in boring → hole, fill with sleeve shell material → lower pipe → sealing of hole → slip casting;
Step 3, the construction of Guan Peng service depot: for preventing that managing canopy invades limit, be convenient to manage the construction of canopy machine, arch extends out 50cm on the standard section basis, and it is the Guan Peng service depot of 5m that length is set;
Step 4, daguanpeng construction: measure the setting-out → rigging up and debugging → drilling tool making → flushing liquor circulating system → guiding and creep into → hole-sealing grouting;
Step 5, benching tunnelling method+interim inverted arch construction: the ductule advance support → excavation of topping bar, the remaining core soil in advance → supporting of topping bar, the interim inverted arch supporting → staggered excavation supporting of getting out of a predicament or an embarrassing situation → Core Soil excavation;
Step 6, just prop up back-grouting: in time to after first supporting back, carrying out slip casting, after interval full section sealing, the deep hole compensation and grouting is carried out in construction stratum, influence area, arch after the interim inverted arch sealing of topping bar;
Step 7, two lining constructions: just prop up by after the railway bridge influence basin, apply immediately railway bridge influence basin inner tunnel two lining structures.
The invention has the beneficial effects as follows:
The invention solves cross dimensions exists variation, field condition restriction that the problem of rail wear bridge under tunnel, shield structure well location can't be set.The present invention is applicable to shallow burial hidden digging and closely descends in the constructing tunnel of rail wear bridge continuously.Concrete advantage shows the following aspects:
One, technology, technique are simple, and without large special equipment, less input for corollary equipment, place and ancillary facility etc.
Two, construction flexibly, can adapt to different spans and multiple form of fracture, and the different structure section is transformed, and is connected and all is easier to.
Three, the compliance on stratum is wider, and thickness of earth covering is not had to specific (special) requirements, the most shallow can be to 1m.
Four, without special equipment discrepancy well, construction land tenure is little, little to the ground environmental disturbances.
Five, on adjacent station construction and structure model selection without impact.
Six, construction costs is low.
The specific embodiment
The specific embodiment one: the described shallow burial hidden digging of present embodiment closely descends the job practices of rail wear bridge continuously
According to following steps, realize:
Step 1, measurement setting-out: according to design drawing, on earth's surface, setting-out is measured in sleeve valve pipe construction position;
Step 2, pile foundation bridge sleeve valve pipe construction:
Step 2 one, boring: adopt engineering geological drilling rig, mud off, the borehole perpendicularity error is less than 1%.
In step 2 two, hole, fill with sleeve shell material: after being bored into projected depth, pour into sealing mud in hole, its effect is the space between closed check valve pipe and drill hole wall, forces from open loop in grout hole, and the slurries of extrusion squeeze broken sleeve shell material and inject the surrounding soil layer.
Step 2 three, lower pipe: in the boring that is full of sealing mud, insert one-way valve tube, every 33cm, bore one group and penetrate slurry hole outsourcing rubber case, in the pipe end sealed tube, be full of clear water while inserting boring, guarantee under Grouting Pipe above ground level to Di， top, hole.
Step 2 four, sealing of hole: in earth's surface 30cm scope, adopt Anchor Agent or water glass+cement etc. to carry out sealing of hole, occur to prevent in the slip casting process that grout and valve pipe eject ground phenomena.
Step 2 five, slip casting; After sealing mud reaches some strength, in one-way valve tube, insert two way seal slip casting core pipe and carry out delamination pour slurry.
Step 3, the construction of Guan Peng service depot: for preventing that managing canopy invades limit, be convenient to manage the construction of canopy machine, arch extends out 50cm on the standard section basis, and it is the Guan Peng service depot of 5m that length is set;
Step 4, daguanpeng construction:
Step 4 one, measurement setting-out: according to the designing requirement measuring, go out rhumb line, level point, site, hole, guide pipe is installed;
Step 4 two, rigging up and debugging: the equipment such as excavator coordinate, and complete pipe canopy machine and install, and equipment is debugged, and azimuth and the inclination angle of rig hand-hole checked;
Step 4 three, drilling tool are made: drill bit internal is installed the guiding probe, and probe must be through check before installing, can assembly and connection without any problem;
Step 4 four, the flushing liquor circulating system: the flushing liquor system for the distribution of commodities: flushing liquor preparation → pulp storage tank → slush pump → water feeder → drilling tool → pipe outer ring-like gap → aperture backwater valve → high swing pipe → return pipe (ditch).In drilling process, must keep the unimpeded of above-mentioned each intermediate links; In construction, should rationally regulate pump pressure, pump amount according to Different Strata, in order to avoid stop up or cause excessive silt to efflux because of excessive because the flushing liquor deficiency causes passage;
Step 4 five, guiding are crept into: guiding is crept into front reply rig location situation, orientation, inclination angle situation, orifice tube centering situation, and circulating fluid passes to and guide instrument demonstration situation is rechecked comprehensively, carries out test drilling after confirmation is normal; In drilling process, observe at any time the dilling angle situation of change, during the angle of arrival deviation, should rectify a deviation in time.Scene must be carried out in time the guiding data record and be crept into length and add the detailed record of length of tube at every turn;
Step 4 six, hole-sealing grouting: after single hole sets acceptance(check), carry out hole-sealing grouting.The grouting pressure of pipe canopy will be controlled between 0.8-1.0MPa, and grouting pressure is unsuitable excessive.Grouting amount flows out cement paste with grout outlet and is as the criterion;
Step 5, benching tunnelling method+interim inverted arch construction:
Step May Day, ductule advance support: utilize the vertical grid steel frame of a upper circulation frame to apply tunnel ductule advance support.
Step 5 two, the excavation of topping bar, remaining core soil in advance: during excavation, adopt artificial pneumatic pick excavation, the strict excavation drilling depth of controlling during excavation, prevent that counter-slope from causing soil body landslide, and formation is backbreak.During excavation, each drilling depth is controlled at a Pin Grill space.
Step 5 three, the supporting of topping bar, interim inverted arch supporting: after excavation, set up grid steel frame, before sprayed mortar, set up the interim inverted arch of I18a shaped steel, interim inverted arch distance is topped bar face apart from being controlled at 1.5～2.0m;
Step the May 4th, the staggered excavation supporting of getting out of a predicament or an embarrassing situation: under the stable condition of the preliminary bracing of topping bar, excavation is got out of a predicament or an embarrassing situation and inverted arch, excavation one Pin bow member;
Step 5 five, Core Soil excavation: according to on-the-spot mechanical execution requirement, excavate Core Soil, the length of Core Soil is controlled in 2m in good time, is convenient to interim inverted arch construction, the Core Soil height being applicable to bow member, construction of shotcrete is operating as suitable;
Step 6, just prop up back-grouting: in time to after first supporting back, carrying out slip casting, after interval full section sealing, the deep hole compensation and grouting is carried out in construction stratum, influence area, arch after the interim inverted arch sealing of topping bar;
Step 7, two lining constructions: just prop up by after the railway bridge influence basin, apply immediately railway bridge influence basin inner tunnel two lining structures.
Claims (4)
1. a shallow burial hidden digging closely descends the job practices of rail wear bridge continuously, and it is characterized in that: described shallow burial hidden digging closely descends the job practices of rail wear bridge to realize according to following steps continuously:
Step 1, measurement setting-out: according to design drawing, on earth's surface, setting-out is measured in sleeve valve pipe construction position;
Step 2, pile foundation bridge sleeve valve pipe construction: pile foundation bridge sleeve valve pipe construction process comprises the following steps successively, in boring, hole, fills with sleeve shell material, lower pipe, sealing of hole, slip casting;
Step 3, the construction of Guan Peng service depot: utilize the construction of pipe canopy machine, arch extends out 50cm on the standard section basis, and it is the Guan Peng service depot of 5m that length is set;
Step 4, daguanpeng construction: the daguanpeng construction process comprises the following steps successively, and measurement setting-out, rigging up and debugging, drilling tool are made, flushing liquor circulates, guiding is crept into, hole-sealing grouting;
Step 5, utilize benching tunnelling method to carry out interim inverted arch construction, its detailed process is followed successively by: the ductule advance support; Top bar excavation, remaining core soil in advance; Top bar supporting, interim inverted arch supporting; The staggered excavation supporting of getting out of a predicament or an embarrassing situation; The Core Soil excavation;
Step 6, just prop up back-grouting: in time to after first supporting back, carrying out slip casting, after interval full section sealing, the deep hole compensation and grouting is carried out in construction stratum, influence area, arch after the interim inverted arch sealing of topping bar;
Step 7, two lining constructions: just prop up by after the railway bridge influence basin, apply immediately railway bridge influence basin inner tunnel two lining structures.
2. a kind of shallow burial hidden digging according to claim 1 closely descends the job practices of rail wear bridge continuously, it is characterized in that: in step 2, the detailed process of pile foundation bridge sleeve valve pipe construction is:
Step 2 one, boring: adopt engineering geological drilling rig, mud off, the borehole perpendicularity error is less than 1%;
In step 2 two, hole, fill with sleeve shell material: after being bored into projected depth, pour into sealing mud in hole, its effect is the space between closed check valve pipe and drill hole wall, forces from open loop in grout hole, and the slurries of extrusion squeeze broken sleeve shell material and inject the surrounding soil layer;
Step 2 three, lower pipe: in the boring that is full of sealing mud, insert one-way valve tube, every 33cm, bore one group and penetrate slurry hole outsourcing rubber case, in the pipe end sealed tube, be full of clear water while inserting boring, guarantee under Grouting Pipe above ground level to Di， top, hole;
Step 2 four, sealing of hole: in earth's surface 30cm scope, adopt Anchor Agent or water glass+cement etc. to carry out sealing of hole, occur to prevent in the slip casting process that grout and valve pipe eject ground phenomena;
Step 2 five, slip casting; After sealing mud reaches some strength, in one-way valve tube, insert two way seal slip casting core pipe and carry out delamination pour slurry.
3. a kind of shallow burial hidden digging according to claim 2 closely descends the job practices of rail wear bridge continuously, and it is characterized in that: in step 4, the specific operation process of daguanpeng construction is:
Step 4 one, measurement setting-out: according to the designing requirement measuring, go out rhumb line, level point, site, hole, guide pipe is installed;
Step 4 two, rigging up and debugging: the equipment such as excavator coordinate, and complete pipe canopy machine and install, and equipment is debugged, and azimuth and the inclination angle of rig hand-hole checked;
Step 4 three, drilling tool are made: drill bit internal is installed the guiding probe, and probe must be through check before installing, can assembly and connection without any problem;
Step 4 four, flushing liquor circulation: flushing liquor is via the flushing liquor system for the distribution of commodities, and the process of flushing liquor circulation is followed successively by: flushing liquor preparation, pulp storage tank, slush pump, water feeder, drilling tool, pipe outer ring-like gap, aperture backwater valve, high swing pipe, overfall soleno-; In drilling process, must keep the unimpeded of above-mentioned each intermediate links; In construction, should, according to Different Strata, rationally regulate pump pressure, pump amount;
Step 4 five, guiding are crept into: guiding is crept into front reply rig location situation, orientation, inclination angle situation, orifice tube centering situation, and circulating fluid passes to and guide instrument demonstration situation is rechecked comprehensively, carries out test drilling after confirmation is normal; In drilling process, observe at any time the dilling angle situation of change, during the angle of arrival deviation, should rectify a deviation in time; Scene must be carried out in time the guiding data record and be crept into length and add the detailed record of length of tube at every turn;
Step 4 six, hole-sealing grouting: after single hole sets acceptance(check), carry out hole-sealing grouting; The grouting pressure of pipe canopy will be controlled between 0.8-1.0MPa; Grouting amount flows out cement paste with grout outlet and is as the criterion.
4. according to claim 1,2 or 3 described a kind of shallow burial hidden diggings, closely descend continuously the job practices of rail wear bridge, it is characterized in that: in step 5, the specific operation process of utilizing benching tunnelling method to carry out interim inverted arch construction is:
Step May Day, ductule advance support: utilize the vertical grid steel frame of a upper circulation frame to apply tunnel ductule advance support;
Step 5 two, the excavation of topping bar, remaining core soil in advance: during excavation, adopt artificial pneumatic pick excavation, the strict excavation drilling depth of controlling during excavation, prevent that counter-slope from causing soil body landslide, and formation is backbreak; During excavation, each drilling depth is controlled at a Pin Grill space;
Step 5 three, the supporting of topping bar, interim inverted arch supporting: after excavation, set up grid steel frame, before sprayed mortar, set up the interim inverted arch of I18a shaped steel, interim inverted arch distance is topped bar face apart from being controlled at 1.5～2.0m;
Step the May 4th, the staggered excavation supporting of getting out of a predicament or an embarrassing situation: under the stable condition of the preliminary bracing of topping bar, excavation is got out of a predicament or an embarrassing situation and inverted arch, excavation one Pin bow member;
Step 5 five, Core Soil excavation: according to on-the-spot mechanical execution requirement, excavate Core Soil, the length of Core Soil is controlled in 2m in good time, the Core Soil height being applicable to bow member, construction of shotcrete is operating as suitable.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2013103790214A CN103410522A (en) | 2013-08-27 | 2013-08-27 | Continuous close-range underpass railway bridge construction method employing shallow tunneling method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2013103790214A CN103410522A (en) | 2013-08-27 | 2013-08-27 | Continuous close-range underpass railway bridge construction method employing shallow tunneling method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN103410522A true CN103410522A (en) | 2013-11-27 |
Family
ID=49603556
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2013103790214A Pending CN103410522A (en) | 2013-08-27 | 2013-08-27 | Continuous close-range underpass railway bridge construction method employing shallow tunneling method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN103410522A (en) |
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103867216A (en) * | 2014-04-08 | 2014-06-18 | 中铁二十五局集团轨道交通工程有限公司 | Soil stabilization structure and method for railway yard shield tunneling construction |
| 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 |
| CN105625446A (en) * | 2015-12-31 | 2016-06-01 | 中铁二十五局集团第五工程有限公司 | Construction method for railway under tunnel |
| CN104453918B (en) * | 2014-10-30 | 2017-01-04 | 中铁四局集团第二工程有限公司 | Rich water sand-pebble layer tunneling close range down rigid bridge beam construction method |
| CN107165641A (en) * | 2017-06-09 | 2017-09-15 | 中国铁建大桥工程局集团有限公司 | High inclination-angle ladder way opposite direction excavating construction method in thin layer breaking up hard rock stratum |
| CN107905796A (en) * | 2017-10-24 | 2018-04-13 | 济南城建集团有限公司 | A kind of tunnels in soil Guan Peng operating rooms construction 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 |
| 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 |
| CN111305847A (en) * | 2019-12-06 | 2020-06-19 | 中国人民解放军军事科学院国防工程研究院工程防护研究所 | Dynamic ultimate strength control method for ultra-shallow-buried underground excavation construction of urban underground engineering |
| CN111677515A (en) * | 2020-05-20 | 2020-09-18 | 中铁二院工程集团有限责任公司 | Construction method for breaking open cut foundation pit wall into hole from pile support supporting system by adopting shallow-buried underground excavation method |
| CN112983493A (en) * | 2021-04-21 | 2021-06-18 | 中铁十八局集团有限公司 | Reinforcing structure for shield to closely penetrate large-section bridge and culvert downwards and construction method |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007138702A (en) * | 2007-01-15 | 2007-06-07 | Kunie Yuguchi | Excavation construction method for forward advance of working cylinder and retraction of all cross sections in tunnel |
| CN101858222A (en) * | 2010-05-25 | 2010-10-13 | 北京城建设计研究总院有限责任公司 | Method for controlling deformation in zero-distance tunneling of new tunnel under existing subway construction |
| CN102966122A (en) * | 2011-08-31 | 2013-03-13 | 北京市重大项目建设指挥部办公室 | Method for controlling deformation of bridge during construction of tunnel close to foundation of bridge |
-
2013
- 2013-08-27 CN CN2013103790214A patent/CN103410522A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007138702A (en) * | 2007-01-15 | 2007-06-07 | Kunie Yuguchi | Excavation construction method for forward advance of working cylinder and retraction of all cross sections in tunnel |
| CN101858222A (en) * | 2010-05-25 | 2010-10-13 | 北京城建设计研究总院有限责任公司 | Method for controlling deformation in zero-distance tunneling of new tunnel under existing subway construction |
| CN102966122A (en) * | 2011-08-31 | 2013-03-13 | 北京市重大项目建设指挥部办公室 | Method for controlling deformation of bridge during construction of tunnel close to foundation of bridge |
Non-Patent Citations (5)
| Title |
|---|
| 张二海等: "深圳地铁区间浅埋暗挖隧道穿越建筑物施工技术", 《探矿工程（岩土钻掘工程）》, 31 December 2009 (2009-12-31) * |
| 许锁镇: "哈尔滨地铁隧道下穿桥梁施工技术探讨", 《科技创新与生产力》, no. 218, 31 March 2012 (2012-03-31), pages 107 - 109 * |
| 赵克生: "浅埋暗挖法地铁隧道超近距离下穿既有线技术", 《市政技术》, vol. 25, no. 5, 30 September 2007 (2007-09-30) * |
| 赵振江: "水平定向钻进技术在地铁隧道大管棚施工中的应用", 《长沙大学学报》, vol. 22, no. 2, 31 March 2008 (2008-03-31) * |
| 闫辰骞: "浅谈地铁隧道下穿铁路桥梁施工技术", 《中华民居》, 30 April 2013 (2013-04-30) * |
Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103867216A (en) * | 2014-04-08 | 2014-06-18 | 中铁二十五局集团轨道交通工程有限公司 | Soil stabilization structure and method for railway yard shield tunneling construction |
| 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 |
| CN104453918B (en) * | 2014-10-30 | 2017-01-04 | 中铁四局集团第二工程有限公司 | Rich water sand-pebble layer tunneling close range down rigid bridge beam construction method |
| CN105625446A (en) * | 2015-12-31 | 2016-06-01 | 中铁二十五局集团第五工程有限公司 | Construction method for railway under tunnel |
| CN107165641B (en) * | 2017-06-09 | 2018-12-04 | 中国铁建大桥工程局集团有限公司 | High inclination-angle ladder way opposite direction excavating construction method in thin layer breaking up hard rock stratum |
| CN107165641A (en) * | 2017-06-09 | 2017-09-15 | 中国铁建大桥工程局集团有限公司 | High inclination-angle ladder way opposite direction excavating construction method in thin layer breaking up hard rock stratum |
| CN107905796A (en) * | 2017-10-24 | 2018-04-13 | 济南城建集团有限公司 | A kind of tunnels in soil Guan Peng operating rooms construction method |
| CN107905796B (en) * | 2017-10-24 | 2018-11-27 | 济南城建集团有限公司 | A kind of operating room tunnels in soil Guan Peng construction 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 |
| 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 |
| CN111305847A (en) * | 2019-12-06 | 2020-06-19 | 中国人民解放军军事科学院国防工程研究院工程防护研究所 | Dynamic ultimate strength control method for ultra-shallow-buried underground excavation construction of urban underground engineering |
| CN111677515A (en) * | 2020-05-20 | 2020-09-18 | 中铁二院工程集团有限责任公司 | Construction method for breaking open cut foundation pit wall into hole from pile support supporting system by adopting shallow-buried underground excavation method |
| CN112983493A (en) * | 2021-04-21 | 2021-06-18 | 中铁十八局集团有限公司 | Reinforcing structure for shield to closely penetrate large-section bridge and culvert downwards and construction method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103410522A (en) | Continuous close-range underpass railway bridge construction method employing shallow tunneling method | |
| CN202707075U (en) | Long-span subway station main structure constructed based on column and arch method | |
| CN102392458B (en) | Piling beam cofferdam construction method used for bare rock foundation construction in water | |
| CN104389610B (en) | A kind of ultrashort step construction method of traversing operation freeway tunnel | |
| CN110005442A (en) | Under wear existing building Urban Underground mining sectbn surrounding rock consolidation technique | |
| CN110617072B (en) | Tunnel excavation construction method for obliquely passing existing operation tunnel at minimum clear distance | |
| CN204491626U (en) | The foundation pit enclosure structure that Larsen steel sheet pile and prestressed anchor combine | |
| CN103334770A (en) | Construction method of superhigh water pressure water-affluent crushed zones of long-large counter-slope tunnels | |
| CN107119669A (en) | For shield, the pre-pouring grout consolidated subsoil method in house is worn in side in water-rich sand layer | |
| CN105239598A (en) | Integral sinking construction method for well-type full-automatic stereo garage | |
| CN102767180A (en) | Construction method for strengthening base of static-pressure anchor rod pile | |
| Arroyo et al. | Design of jet-grouting for tunnel waterproofing | |
| CN102748040A (en) | Main structure for metro long-span station and pillar arching construction method thereof | |
| CN102660955B (en) | Quick construction method for foundation pit slope support | |
| CN107023300A (en) | A kind of use canopy, which is defended the doctrine, builds the construction method of subway station | |
| CN106049195A (en) | Method for strengthening subgrade basement of existing high speed railway line | |
| CN108457658A (en) | A kind of texture stratum tunnel list hole bidirectional construction crosses section constructing method | |
| CN102966356A (en) | Method for controlling upward flotation and deformation of liquefiable ground operating tunnel under action of earthquake | |
| CN109736842A (en) | The construction method in foundation-free residential house area is passed through in a kind of slurry shield reduction disturbance | |
| CN106812542A (en) | A kind of use prefabricated components and preceding slotting shield build the construction method of subway station | |
| CN111810198A (en) | Tunnel earth surface directional large-caliber deep hole grouting device and grouting method | |
| CN108678753B (en) | Reverse-slope tunnel construction method | |
| CN110284885A (en) | Shield inspection-pit construction method | |
| CN104695458A (en) | Construction method of deep stirring and jet grouting compound pile waterproof curtain | |
| CN110259490A (en) | A kind of Underground Subway Station construction method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C53 | Correction of patent of invention or patent application | ||
| CB02 | Change of applicant information |
Address after: 150008 No. 459 Xianfeng Road, Daowai District, Heilongjiang, Harbin Applicant after: Middle iron is built the 4th Engineering Co., Ltd of group of Bridge Project office Address before: 150008 No. 459 Xianfeng Road, Daowai District, Heilongjiang, Harbin Applicant before: The Fourth Engineering Co., Ltd. of China Railway 13 Civil |
|
| COR | Change of bibliographic data |
Free format text: CORRECT: APPLICANT; FROM: THE FOURTH ENGINEERING COMPANY OF CHINA RAILWAY NO.13 BUREAU GROUP TO: CHINA RAILWAY BRIDGE BUREAU GROUP FOURTH ENGINEERING CO., LTD. |
|
| C02 | Deemed withdrawal of patent application after publication (patent law 2001) | ||
| WD01 | Invention patent application deemed withdrawn after publication |
Application publication date: 20131127 |