CN102619170A - Large-span flexible arch skew back joining construction method - Google Patents
Large-span flexible arch skew back joining construction method Download PDFInfo
- Publication number
- CN102619170A CN102619170A CN2012100740045A CN201210074004A CN102619170A CN 102619170 A CN102619170 A CN 102619170A CN 2012100740045 A CN2012100740045 A CN 2012100740045A CN 201210074004 A CN201210074004 A CN 201210074004A CN 102619170 A CN102619170 A CN 102619170A
- Authority
- CN
- China
- Prior art keywords
- arch
- deviation
- closure
- vertical
- steel truss
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Images
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a large-span flexible arch skew back joining construction method. The method includes steps that (1) a beam erecting crane is mounted on an upper chord member of a steel truss beam when skew backs of the steel truss beam are pushed to a position above a temporary pier support; (2) the beam erecting crane automatically runs to positions of the skew backs after being mounted and debagged, and begins to erect flexible arch members, a one-way backslide method for erecting is adopted for the beam erecting crane, suspenders are mounted at first, then a flexible arch temporary support is mounted, and finally arch ribs are mounted; (3) the step (2) is repeated until only a last arch section space of a flexible arch is not erected, and a skew back joining opening is reserved; and (4) a finite-element analysis software is utilized to realize analog computation for the state of the joining opening, and a software analysis result basically matches with an actual joining opening measurement result, but still has vertical deviation, transverse deviation and longitudinal and horizontal deviation. By the aid of the method, the flexible arches can be erected outside an operation limit of a highway, stress-free joining of the skew backs of the flexible arches is realized, and the difficulty in erection of the flexible arches above the highway is resolved.
Description
Technical field
What the present invention relates to is that large-span steel trusses sliding roadway arch band vault pushes away---the arch springing closure construction method, and be mainly used in the large span sliding roadway arch and join the two sections of a bridge, etc in the arch springing position, belong to the bridge steel structure technical field.
Background technology
The steel truss girder flexible arch bridge is as a kind of form of structure of LONG-SPAN RAILWAY bridge, and it is big to have a vertical rigidity, and structure stress is clear and definite, modern design, and advantage such as architectural image is attractive in appearance is used in the bridge in some crossing highways, railway, river.Mostly the large span sliding roadway arch is to reserve the closure mouth at vault at present, realizes the sliding roadway arch closure at vault.
This flexible arch rib adopts circular curve, rise 45m, and ratio of rise to span is 1/4.5.Arch rib adopts box-type section, high 1460～1860mm in the rod member, inner width 1100mm.Be provided with vertically flat couplet between the arch rib, arranged crosswise.Suspension rod adopts box-type section, rod member inner width 800mm, and interior high 1100mm adopts the mode of four sides butt joint to be connected with the main truss node, and full-bridge is provided with 15 pairs of suspension rods altogether.
Because speedway can not totally-enclosedly be constructed, and extreme terrain conditions such as bridge and speedway small-angle skew, interim pier can't be set in the middle of road.Through overall merit to the two-way auxiliary cantilever of tower with suspended cable, the interim two-way auxiliary cantilever of pier and steel truss girder multi-point pushing scheme of architecture; All need sliding roadway arch be installed at arranged above expressway; Difficulty of construction is big; Security risk is high, and it is complicated and changeable to relate to the road construction safety protection, is difficult to guarantee the operation security of speedway.
Through fully proving; Selected steel truss girder band vault pushes away---sliding roadway arch arch springing closure construction method, the steel truss girder of a round both had been installed, with the steel truss girder pushing tow reach of a round on assembling support; Every pushing tow round of advancing; On the assembling support of rear portion, continue the consolidation service of next round, so circulation arrives interim pier support top until steel truss girder arch springing place.At the steel truss girder upper chord girder erection crane is installed, is adopted unidirectional retreating, suspension rod is installed earlier, sliding roadway arch is installed is again supported temporarily, setting up in proper order of arch rib is installed at last, when sliding roadway arch is inserted into last arch internode of residue, reserve arch springing closure mouth.Utilize vertical jack top lifting steel truss girder on end bay master pier, dwindle closure mouthful opening value, the lateral shift of correcting the closure mouth is to be implemented in the unstressed closure in arch springing place.
Summary of the invention
The object of the present invention is to provide a kind of large span sliding roadway arch arch springing closure construction method; Be implemented in speedway operation gauge and set up sliding roadway arch outward; And the unstressed closure of realization sliding roadway arch in the arch springing position, solved the construction difficult problem that sets up sliding roadway arch at arranged above expressway.
Technical solution problem of the present invention provides following scheme:
A kind of large span sliding roadway arch arch springing closure construction method includes following construction sequence:
(1), when steel truss girder arch springing pushing tow to interim pier support top, at steel truss girder upper chord installation girder erection crane;
(2), after the girder erection crane Installation and Debugging, go voluntarily to the arch springing position, begin to set up the sliding roadway arch rod member, girder erection crane adopts unidirectional retreating, and suspension rod is installed earlier, sliding roadway arch is installed is again supported temporarily, and the order of setting up of arch rib is installed at last;
(3), repeating step (2), be inserted into last arch of residue during internode until sliding roadway arch, reserve arch springing closure mouthful;
(4), utilize the involutory Longkou of finite element analysis software state to carry out analog computation, the software analysis result is identical basically with closure cause for gossip border measurement result, but still has vertical deviation, lateral deviation, vertical equity deviation;
(5), through the finite element analysis software computational analysis, utilize vertical jack, vertical top lifting steel truss girder below closure mouthful; Can correct the vertical deviation of closure mouth, need carry out the top lifting operation at twice, for the first time vertical top lifting displacement is the half the of vertical deviation; A closure this moment mouthful vertical skew reduces; Need to use total powerstation accurately to locate, and use steel ruler checking measurements result, check errorless after; Carry out the half the of for the first time vertical top lifting steel truss girder vertical equity deviation in the steel truss girder rear end, the vertical equity deviation that can correct the closure mouth becomes and reduces;
(6), steel truss girder carries out the top lifting operation second time below the closure mouth then, with the vertical deviation of the vertical top lifting of steel truss girder second half, can correct the vertical skew of closure mouth fully; Also carry out the top lifting operation second time in the steel truss girder rear end; With steel truss girder rear end vertical top lifting vertical equity deviation second half, can correct the along track bias of closure mouthful fully, in the operating process; Must use total powerstation accurately to locate, and use steel ruler checking measurements result;
(7), be built-in with horizontal jack at a closure mouthful arch rib then; Laterally a jack overhead closure mouthful arch rib is laterally rectified a deviation; Closure mouthful lateral deviation can be corrected,, the unstressed closure of large span sliding roadway arch can be realized at the arch springing place because vertically deviation, lateral deviation, vertical equity deviation are eliminated.
Steel truss girder arch springing pushing tow is to interim pier support top, and said interim pier support is: for reducing steel truss girder maximum cantilever length, the temporary rest pier that outside speedway operation gauge, is provided with; Said steel truss girder arch springing pushing tow to interim pier support top is: the steel truss girder that a round is installed on assembling support; Steel truss girder pushing tow reach with a round; Every pushing tow round of advancing; On the assembling support of rear portion, continue the consolidation service of next round, so circulation arrives interim pier support top until steel truss girder arch springing place.
Unidirectional retreating is adopted in setting up of sliding roadway arch, and said unidirectional retreating is: earlier with suspension rod, temporary supporting system, arch rib, the arch of an arch internode flat join set up finish, after the closure, a girder erection crane slow astern internode carries out a back erection method that encircles internode.
Sliding roadway arch sets up, and also comprises setting up synchronously of sliding roadway arch temporary supporting system, and promptly suspension rod and interim strut are installed by elder generation, and the flat couplet of arch rib and arch rib is installed again; Suspension rod is rigidly connected with arch rib and steel truss girder respectively at two ends up and down, and temporary supporting system and suspension rod are rigidly connected.
Reserve closure mouthful, said closure mouthful is: the arch rib of last arch internode and arch are flat to join when all not installing the open state of last arch internode.
Advantage of the present invention:
1, outside speedway operation gauge, sets up sliding roadway arch, solved technical barrier, guaranteed the traffic safety of speedway in the arranged above expressway construction.
2, realize the closure of sliding roadway arch arch springing in main pier top lifting, top lifting power and top lifting shift value are little, and closure opertation is simple to operate, realize easily.
3, make full use of existing supporting facility and adjust the linear of steel truss girder, a closure mouthful opening value can realize preparatory control, has dissolved technical barriers such as closure technical sophistication, required precision is high, the work high above the ground difficulty is big.
4, large span sliding roadway arch arch springing closure construction method technical feasibility is safe and reliable, and economical rationality has bigger promotional value.
Description of drawings
Fig. 1 steel truss girder arch springing of the present invention pushing tow begins to set up the sliding roadway arch sketch map during to the interim pier of span centre.
Fig. 2 the present invention realizes sliding roadway arch arch springing closure sketch map.
The specific embodiment
Referring to accompanying drawing, a kind of large span sliding roadway arch arch springing closure construction method includes following construction sequence:
(1), when steel truss girder arch springing pushing tow to interim pier support top, at steel truss girder upper chord installation girder erection crane;
(2), after the girder erection crane Installation and Debugging, go voluntarily to the arch springing position, begin to set up the sliding roadway arch rod member, girder erection crane adopts unidirectional retreating, and suspension rod is installed earlier, sliding roadway arch is installed is again supported temporarily, and the order of setting up of arch rib is installed at last;
(3), repeating step (2), be inserted into last arch of residue during internode until sliding roadway arch, reserve arch springing closure mouthful;
(4), utilize the involutory Longkou of finite element analysis software state to carry out analog computation, the software analysis result is identical basically with closure cause for gossip border measurement result, but still has vertical deviation, lateral deviation, vertical equity deviation;
(5), through the finite element analysis software computational analysis, utilize vertical jack, vertical top lifting steel truss girder below closure mouthful; Can correct the vertical deviation of closure mouth, need carry out the top lifting operation at twice, for the first time vertical top lifting displacement is the half the of vertical deviation; A closure this moment mouthful vertical skew reduces; Need to use total powerstation accurately to locate, and use steel ruler checking measurements result, check errorless after; Carry out the half the of for the first time vertical top lifting steel truss girder vertical equity deviation in the steel truss girder rear end, the vertical equity deviation that can correct the closure mouth becomes and reduces;
(6), steel truss girder carries out the top lifting operation second time below the closure mouth then, with the vertical deviation of the vertical top lifting of steel truss girder second half, can correct the vertical skew of closure mouth fully; Also carry out the top lifting operation second time in the steel truss girder rear end; With steel truss girder rear end vertical top lifting vertical equity deviation second half, can correct the along track bias of closure mouthful fully, in the operating process; Must use total powerstation accurately to locate, and use steel ruler checking measurements result;
(7), be built-in with horizontal jack at a closure mouthful arch rib then; Laterally a jack overhead closure mouthful arch rib is laterally rectified a deviation; Closure mouthful lateral deviation can be corrected,, the unstressed closure of large span sliding roadway arch can be realized at the arch springing place because vertically deviation, lateral deviation, vertical equity deviation are eliminated.
At end bay master pier 1 consolidation shed multispan assembling support 2 is set, in stride main pier 3 and another end bay master Dun21Chu is provided with pier-side bracket 4, span centre is provided with an interim pier support 5.For guaranteeing suspension rod 6 and the safety of arch rib 7 in work progress and stable, suspension rod 6 in length and breadth between temporary supporting system 8 is set.
On assembling support 2, utilize gantry crane machine 9 that the steel truss girder 10 of a round is installed; And with the reach of the steel truss girder pushing tow of this round; Every pushing tow round of advancing continues the consolidation service of next round, so circulation on rear portion assembling support 2; Arrive interim pier support 5 tops until steel truss girder arch springing 11, revolution loop wheel machine 12 is installed at steel truss girder 10 upper chords.
After girder erection crane 12 Installation and Debugging, go voluntarily to steel truss girder arch springing position 11, begin to set up the sliding roadway arch rod member.Girder erection crane 12 adopts unidirectional retreating, and suspension rod 6 is installed earlier, and the interim support 8 of sliding roadway arch is installed again, and the order of setting up of arch rib 7 is installed at last; When sliding roadway arch is inserted into last arch internode of residue, reserve arch springing closure mouth 13.
Claims (1)
1. large span sliding roadway arch arch springing closure construction method is characterized in that: include following construction sequence:
(1), when steel truss girder arch springing pushing tow to interim pier support top, at steel truss girder upper chord installation girder erection crane;
(2), after the girder erection crane Installation and Debugging, go voluntarily to the arch springing position, begin to set up the sliding roadway arch rod member, girder erection crane adopts unidirectional retreating, and suspension rod is installed earlier, sliding roadway arch is installed is again supported temporarily, and the order of setting up of arch rib is installed at last;
(3), repeating step (2), be inserted into last arch of residue during internode until sliding roadway arch, reserve arch springing closure mouthful;
(4), utilize the involutory Longkou of finite element analysis software state to carry out analog computation, the software analysis result is identical basically with closure cause for gossip border measurement result, but still has vertical deviation, lateral deviation, vertical equity deviation;
(5), through the finite element analysis software computational analysis, utilize vertical jack, vertical top lifting steel truss girder below closure mouthful; Can correct the vertical deviation of closure mouth, need carry out the top lifting operation at twice, for the first time vertical top lifting displacement is the half the of vertical deviation; A closure this moment mouthful vertical skew reduces; Need to use total powerstation accurately to locate, and use steel ruler checking measurements result, check errorless after; Carry out the half the of for the first time vertical top lifting steel truss girder vertical equity deviation in the steel truss girder rear end, the vertical equity deviation that can correct the closure mouth becomes and reduces;
(6), steel truss girder carries out the top lifting operation second time below the closure mouth then, with the vertical deviation of the vertical top lifting of steel truss girder second half, can correct the vertical skew of closure mouth fully; Also carry out the top lifting operation second time in the steel truss girder rear end; With steel truss girder rear end vertical top lifting vertical equity deviation second half, can correct the along track bias of closure mouthful fully, in the operating process; Must use total powerstation accurately to locate, and use steel ruler checking measurements result;
(7), be built-in with horizontal jack at a closure mouthful arch rib then; Laterally a jack overhead closure mouthful arch rib is laterally rectified a deviation; Closure mouthful lateral deviation can be corrected,, the unstressed closure of large span sliding roadway arch can be realized at the arch springing place because vertically deviation, lateral deviation, vertical equity deviation are eliminated.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210074004.5A CN102619170B (en) | 2012-03-20 | 2012-03-20 | Large-span flexible arch skew back joining construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210074004.5A CN102619170B (en) | 2012-03-20 | 2012-03-20 | Large-span flexible arch skew back joining construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN102619170A true CN102619170A (en) | 2012-08-01 |
| CN102619170B CN102619170B (en) | 2014-09-10 |
Family
ID=46559354
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201210074004.5A Active CN102619170B (en) | 2012-03-20 | 2012-03-20 | Large-span flexible arch skew back joining construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN102619170B (en) |
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103821088A (en) * | 2014-02-13 | 2014-05-28 | 中铁四局集团第四工程有限公司 | Intelligent measurement construction method for positioning arch rib of long railway tunnel |
| CN104612058A (en) * | 2014-12-26 | 2015-05-13 | 中铁大桥勘测设计院集团有限公司 | Construction method of flexible arch bridge with rigid beams |
| CN104790297A (en) * | 2015-04-20 | 2015-07-22 | 中国铁建大桥工程局集团有限公司 | Flexible arch splicing method for steel trussed beams |
| CN105544410A (en) * | 2016-01-07 | 2016-05-04 | 中铁四局集团钢结构有限公司 | Joining method for rigid suspension cable stiffening chord in incremental launching method construction |
| CN107059644A (en) * | 2017-06-09 | 2017-08-18 | 中交第公路工程局有限公司 | A kind of asymmetric unsupported installation method of sliding roadway arch |
| CN108374340A (en) * | 2018-01-10 | 2018-08-07 | 中交第二航务工程局有限公司 | The method of longspan steel truss girder upper bracket assembly sliding roadway arch |
| CN109778716A (en) * | 2019-01-04 | 2019-05-21 | 腾达建设集团股份有限公司 | The plan-position method of adjustment of cantilever closure of bridge structure mouth |
| CN110027987A (en) * | 2019-04-30 | 2019-07-19 | 中国十七冶集团有限公司 | A kind of arc cantilever steel girder construction method for hanging |
| CN112342917A (en) * | 2020-10-20 | 2021-02-09 | 上海市政工程设计研究总院（集团）有限公司 | Combined construction method for pushing beam first and then lifting arch of large-span tied arch bridge |
| CN113863151A (en) * | 2021-10-21 | 2021-12-31 | 中铁第四勘察设计院集团有限公司 | Steel box tied arch bridge construction method |
| CN114293473A (en) * | 2021-12-22 | 2022-04-08 | 中铁九桥工程有限公司 | Construction method of basket arch bridge |
| WO2022247034A1 (en) * | 2021-05-26 | 2022-12-01 | 中铁大桥勘测设计院集团有限公司 | Method for determining closure gap of main beam of steel truss cable stayed-suspension combined system bridge |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101117795A (en) * | 2007-08-29 | 2008-02-06 | 中铁大桥局股份有限公司 | Mounting method for steel case basket arch single-frame segment |
| CN101117792A (en) * | 2007-08-22 | 2008-02-06 | 中铁大桥局股份有限公司 | Erection method of large-span continuous steel truss arch |
| CN101446074A (en) * | 2008-12-26 | 2009-06-03 | 中铁大桥局集团第二工程有限公司 | Installation and closure construction method for steel sliding roadway arch on top surface of steel trussed beam bridge |
| JP4801764B2 (en) * | 2009-09-28 | 2011-10-26 | 日本車輌製造株式会社 | Single string rose bridge girder material delivery method |
| CN102261039A (en) * | 2011-04-25 | 2011-11-30 | 长沙理工大学 | Integral thrusting construction method of network tied arch bridge |
| CN102373671A (en) * | 2011-11-18 | 2012-03-14 | 中铁四局集团有限公司 | Steel trussed beam and flexible arch bridge construction method with vault pushing |
-
2012
- 2012-03-20 CN CN201210074004.5A patent/CN102619170B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101117792A (en) * | 2007-08-22 | 2008-02-06 | 中铁大桥局股份有限公司 | Erection method of large-span continuous steel truss arch |
| CN101117795A (en) * | 2007-08-29 | 2008-02-06 | 中铁大桥局股份有限公司 | Mounting method for steel case basket arch single-frame segment |
| CN101446074A (en) * | 2008-12-26 | 2009-06-03 | 中铁大桥局集团第二工程有限公司 | Installation and closure construction method for steel sliding roadway arch on top surface of steel trussed beam bridge |
| JP4801764B2 (en) * | 2009-09-28 | 2011-10-26 | 日本車輌製造株式会社 | Single string rose bridge girder material delivery method |
| CN102261039A (en) * | 2011-04-25 | 2011-11-30 | 长沙理工大学 | Integral thrusting construction method of network tied arch bridge |
| CN102373671A (en) * | 2011-11-18 | 2012-03-14 | 中铁四局集团有限公司 | Steel trussed beam and flexible arch bridge construction method with vault pushing |
Non-Patent Citations (1)
| Title |
|---|
| 宋伟俊，董广文: "《南京大胜关长江大桥钢梁架设与合龙技术》", 《桥梁建设》, no. 6, 30 June 2009 (2009-06-30), pages 8 - 9 * |
Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103821088A (en) * | 2014-02-13 | 2014-05-28 | 中铁四局集团第四工程有限公司 | Intelligent measurement construction method for positioning arch rib of long railway tunnel |
| CN103821088B (en) * | 2014-02-13 | 2015-12-30 | 中铁四局集团第四工程有限公司 | Railway is grown up Arch rib positioning intelligent measure construction method |
| CN104612058A (en) * | 2014-12-26 | 2015-05-13 | 中铁大桥勘测设计院集团有限公司 | Construction method of flexible arch bridge with rigid beams |
| CN104612058B (en) * | 2014-12-26 | 2016-05-25 | 中铁大桥勘测设计院集团有限公司 | A kind of construction method of buckstay flexible arch bridge |
| CN104790297A (en) * | 2015-04-20 | 2015-07-22 | 中国铁建大桥工程局集团有限公司 | Flexible arch splicing method for steel trussed beams |
| CN105544410A (en) * | 2016-01-07 | 2016-05-04 | 中铁四局集团钢结构有限公司 | Joining method for rigid suspension cable stiffening chord in incremental launching method construction |
| CN107059644A (en) * | 2017-06-09 | 2017-08-18 | 中交第公路工程局有限公司 | A kind of asymmetric unsupported installation method of sliding roadway arch |
| CN107059644B (en) * | 2017-06-09 | 2018-12-18 | 中交第一公路工程局有限公司 | A kind of asymmetric unsupported installation method of sliding roadway arch |
| CN108374340A (en) * | 2018-01-10 | 2018-08-07 | 中交第二航务工程局有限公司 | The method of longspan steel truss girder upper bracket assembly sliding roadway arch |
| CN109778716A (en) * | 2019-01-04 | 2019-05-21 | 腾达建设集团股份有限公司 | The plan-position method of adjustment of cantilever closure of bridge structure mouth |
| CN110027987A (en) * | 2019-04-30 | 2019-07-19 | 中国十七冶集团有限公司 | A kind of arc cantilever steel girder construction method for hanging |
| CN112342917A (en) * | 2020-10-20 | 2021-02-09 | 上海市政工程设计研究总院（集团）有限公司 | Combined construction method for pushing beam first and then lifting arch of large-span tied arch bridge |
| WO2022247034A1 (en) * | 2021-05-26 | 2022-12-01 | 中铁大桥勘测设计院集团有限公司 | Method for determining closure gap of main beam of steel truss cable stayed-suspension combined system bridge |
| CN113863151A (en) * | 2021-10-21 | 2021-12-31 | 中铁第四勘察设计院集团有限公司 | Steel box tied arch bridge construction method |
| CN114293473A (en) * | 2021-12-22 | 2022-04-08 | 中铁九桥工程有限公司 | Construction method of basket arch bridge |
Also Published As
| Publication number | Publication date |
|---|---|
| CN102619170B (en) | 2014-09-10 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102619170B (en) | Large-span flexible arch skew back joining construction method | |
| CN102373671B (en) | Steel trussed beam and flexible arch bridge construction method with vault pushing | |
| CN105568866B (en) | Across the large-span steel box beam push construction method of existing road | |
| CN102121234B (en) | Quick construction method of two-tower five-span steel truss girder cable-stayed bridge | |
| CN203498760U (en) | Guiding device for large-span box girder pushing | |
| CN105970836A (en) | Method for erecting large-span lower chord variable truss high continuous steel trussed beam cantilever | |
| CN106758748A (en) | Long-Span Concrete Filled Steel Tubular Arch Bridges structure | |
| CN203668833U (en) | Steel web locating device | |
| CN108374340B (en) | The method of longspan steel truss girder upper bracket assembly sliding roadway arch | |
| CN106978777B (en) | A kind of make-shift bridge device | |
| CN110205938B (en) | Steel pipe arch installation method of through beam-arch combination bridge | |
| CN103046476A (en) | Railway long-span rotator T-shaped bridge construction method | |
| CN203498761U (en) | Lateral position-specified and deviation rectifying device for box girder pushing | |
| CN104481546A (en) | Doubly curved arch construction method for enabling inclined shaft of soft rock tunnel to enter main tunnel | |
| CN109098099A (en) | Continuous truss flexible arch bridge rapid constructing method | |
| CN106381886B (en) | A kind of partial precast assembly steel concrete combination underground pipe gallery | |
| CN102535348A (en) | Method for tensioning stayed cables of hinged tower cable stayed bridge | |
| CN207498985U (en) | A kind of partial precast assembly steel concrete combination underground pipe gallery for exempting from template | |
| CN203021884U (en) | Internal double-layer prefabricated carriageway structure of shield tunnel | |
| CN113338952A (en) | Construction method for large-section tunnel with turnout line led out from railway tunnel | |
| CN201151867Y (en) | Double tower oblique pulling type overbridge | |
| CN103628416A (en) | Stiffening girder counter-straining near-pier bracket of suspension bridge | |
| CN203700937U (en) | Connecting piece for tower and girder of cable-stayed fabricated highway steel bridge | |
| CN110468734A (en) | Steel lagging jack pushing tow system and steel lagging jack push construction method | |
| CN205035902U (en) | Crutch supported complicated curved surface rack axle construction in large -scale minute |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CP01 | Change in the name or title of a patent holder |
Address after: 230022 No. 388 East Huanhu Road, Shushan District, Hefei City, Anhui Province Patentee after: Steel structure building Co., Ltd. of the four Bureau of China Railway Address before: 230022 No. 388 East Huanhu Road, Shushan District, Hefei City, Anhui Province Patentee before: Steel Structure Co., Ltd. of China Tiesiju Civil Engineering Group |
|
| CP01 | Change in the name or title of a patent holder |