CN103174097A - Supporting pre-stress back tension loading and pre-pressing method for upper steel structure of large-span bridge - Google Patents
Supporting pre-stress back tension loading and pre-pressing method for upper steel structure of large-span bridge Download PDFInfo
- Publication number
- CN103174097A CN103174097A CN2013101239782A CN201310123978A CN103174097A CN 103174097 A CN103174097 A CN 103174097A CN 2013101239782 A CN2013101239782 A CN 2013101239782A CN 201310123978 A CN201310123978 A CN 201310123978A CN 103174097 A CN103174097 A CN 103174097A
- Authority
- CN
- China
- Prior art keywords
- steel
- loading
- precompressed
- stretch
- draw
- 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
Images
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a supporting pre-stress back tension loading and pre-pressing method for an upper steel structure of a large-span bridge. The method comprises the steps of setting a tension anchoring end (3), arranging a steel structure supporting system, preparing a jack (14) and an oil pump, mounting a tension end distribution cross beam (6), mounting the anchoring end (3) for anchoring the cross beam (6), then mounting a steel stranded wire (4) and the jack (14), unfolding and tensioning, performing pre-pressing construction, observing the deformation of a rod piece, and performing judgment; and if the rigidity meets a requirement, tensioning and unloading, dismounting tension equipment, and performing the next working procedure. For the large-span and high-pier large-size steel structure supporting system, the conventional preloading concept is broken through, and the working period is shortened. Materials of the tension pre-pressing equipment can be recycled. A huge load is cancelled, and site operation is simple and convenient as well as quick; the construction progress is accelerated, and the cost can be obviously saved; the actual bearing state of the structure can be better approached; and the loading precision is relatively precise.
Description
Technical field
The present invention relates to relate to E01D bridge technology or device, especially the Large Span Bridges steel superstructure supports the prestressing force anti-sheet and draws the method that loads precompressed.
Background technology
The design and establishing of high-pier large-span bridge is widely used.Bridges in Mountainous Areas, over strait and cross a river bridge have larger span ability as requirements such as suspension cable bridge, arch bridge, cable stayed bridge, continuous box girder which poured in place, rigid frame bridges.These bridges substantially all need steel structure support to complete in superstructure beam slab when construction starting section, the appearance that the prestressing force anti-sheet is drawn the precompressed engineering method just the technician of construction enterprises in conjunction with the on-the-spot actual a kind of engineering method that solves the precompressed of large-tonnage structure.
In the bridge construction engineering construction with Bailey truss, driving into type steel pipe pile as bearing pile, may produce sedimentation in concreting process, can affect like this whole stressed of support.The appearance of differential settlement phenomenon, accurately learn the non-resilient and elastic deformation of support under load action in the casting process, and the intensity of checking bracket, rigidity and stability determine that the engineering activity of the adjusted value of template elevation of bottom just is called precompressed.The purpose of precompressed is intensity, rigidity and the stability of checking supporting member, eliminates nonelastic deformation, measures the elastic deformation amount for determining that the formwork erection elevation provides parameter.The method that prestressing force loads is the load under simulation carriage Construction State, a kind of engineering method that the opposition that the employing prestressed stretch-draw produces loads.
In prior art, the prefabricated post and the precast prestressed beam that adopt batch production to produce, be transported to the scene, directly the lifting beam column in place after, the post-tensioned prestressing muscle is passed fine strain of millet post reserving hole channel, node is implemented the prestressed stretch-draw precompressed, as the assembly unit means, check stress performance and the deformability of prestressed concrete frame by the two-layer twin spans subassemblage of a Pin prestressed concrete frame.In addition, begin now the Hanging Basket precompressed scheme and the jack back-pressure Loading Method that come into one's own, mainly by measuring the distortion of Hanging Basket under slow test load actions at different levels, understand cradle structure and whether conform to the design desired value in working order the time, and the nonelastic deformation of elimination main truss cradle, suspender belt and end basket.The conventional load test of described Hanging Basket has " water tank Loading Method " and " sandbag Loading Method ", but all there is loading and unloading length consuming time in the test method of these two kinds of routines, load is wayward and be subject to the shortcomings such as such environmental effects such as temperature, strong wind, easily causes load test to measure the problems such as observation data is inaccurate; And cradle structure adopts hydraulic jack loading precompressed to solve well the problems referred to above, and its advantage is: loading structure is simple, and is stressed clear and definite, and each stress simulation is closing to reality relatively; Load can directly read from the hydraulic jack oil meter, adds uninstall process and easily controls; Hierarchical loading is consuming time less than one hour to finishing overall process from beginning, and conventional " water tank Loading Method " completed loading procedure and need be consumed 4-5d; Consuming time few because loading, can repeatedly load, reading has repeatedly been guaranteed the accuracy of experimental data; Be subjected to such environmental effects little.In addition, " jack back-pressure Loading Method " conventional " water tank Loading Method " relatively also can save construction consumptive material consuming time, and test effect is than latter Geng Jia." jack back-pressure Loading Method " the blue construction of extension in find broad application.
It is relevant that public technology is less, as:
Chinese patent application 201120548040 asymmetric loading prepressing device for hanging basket for bridge cantilever casting constructions comprise No. 0 piece of pier shaft upper end, are connected in the Hanging Basket of No. 0 piece, also comprise reaction frame, described reaction frame side-looking projection framework triangular in shape; Described triangular framing is by stand, underframe and tiltedly be configured to, and described reaction frame is provided with two triangular framings, connects by stull between two triangular framings; Be provided with jack between lower transverse beam before the tie point place of underframe and oblique frame and Hanging Basket during use; Described underframe is fixedly connected with No. 0 piece respectively with the link of stand with oblique frame.
Chinese patent application 201110297925 pre-stress steel-concrete combined bridge manufacture methods, its fulcrum hogging moment according to girder steel affects line, calculates the size of the live load of least favorable live load position and this position; Build positive bending moment district concrete in the positive bending moment district of girder steel; Arrange the precompressed counterweight on positive bending moment district concrete, the position of precompressed counterweight and size are identical with the live load of least favorable position; Build the steel fibre expansive concrete at hogging moment area; After the steel fibre expansive concrete reaches hardening strength, remove the precompressed counterweight.The connector at girder steel top comprises stiff assembly connector, flexible combination connector or non-combined connection component, elasticity combined connection component.
Summary of the invention
The purpose of this invention is to provide the Large Span Bridges steel superstructure and support the method that the prestressing force anti-sheet is drawn the loading precompressed, shorten man-hour, reduce cost and keep and the raising construction quality.
The objective of the invention is to realize by following technical measures: after the preparation that comprises the setting of stretch-draw anchor end, steel support structure installs to be prepared with jacking oil pump is completed, stretching end is installed is distributed crossbeam, then anchored end anchoring crossbeam is installed, then steel strand and jack are installed, are then carried out stretch-draw precompressed construction, observational record Deformation Member situation, then judge, meet the demands as rigidity and put a unloading, remove tensioning equipment, carry out the next procedure construction; Do not meet the demands as rigidity, carry out the construction of steel structural rod piece reinforcing design, then enter operation from the preparation step.
The invention has the beneficial effects as follows: across the large-scale steel support system of footpath, high pier, break through the conventional surcharge preloading Loading thinking for greatly, be specially adapted to Large Span Bridges upper component support system precompressed construction, can accelerate the work items construction speed, the reduction of erection time.Have that operation is simple and easy, technique is relatively simple, man-hour is few, compression duration and the advantage that reduces costs, stretch-draw pre-press equipment material recoverable.Huge prestowage and execute-in-place have been cancelled easy, quick, need not additionally to drop into any material, substantially need not drop into machinery, accelerating construction progress and cost savings are had significant improvement, can be more near the characteristics such as structure actual bearer state, loading accuracy be more accurate and have good economic results in society.
Description of drawings
Fig. 1 is the loading preloading method process flow diagram in the present invention
Fig. 2 is that in the present invention, Large Span Bridges steel superstructure support prestressing force anti-sheet is drawn the loading structure schematic diagram
The bridge construction schematic diagram that Fig. 3 forms for loading the precompressed after-pouring
Reference numeral comprises: cushion cap 1, pier shaft 2, anchored end 3, steel strand 4, prestressing force loading end 5, crossbeam 6, bracket chord member 7, attached wall steel plate 8, pull bar 9, bearing diagonal 10, pre-embedded steel slab 11, oblique pull web member 12, vertical web member 13, jack 14.
The specific embodiment
The principle of the invention is to utilize the opposition that 14 stretch-draw of feed-through hydraulic jack produce the support structure system to be carried out a kind of method of intensity, rigidity and stability test; The precompressed of prestressing force anti-sheet is to be extended and next a kind of engineering method by the post-tensioned prestressing construction, and implementation method and pre-stress construction operation are exactly the same, can be described as a kind of engineering method of simple easy operating.
Further illustrate below in conjunction with drawings and Examples.
Loading preloading method technological process in the present invention, as shown in Figure 1, after the preparation that comprises stretch-draw anchor end 3 setting, steel support structure installs to be prepared with jack 14 oil pumps is completed, stretching end is installed is distributed crossbeam 6, then anchored end 3 anchoring crossbeams 6 are installed, then steel strand 4 and jack 14 are installed, then carry out stretch-draw precompressed construction, observational record Deformation Member situation, then judge, meet the demands as rigidity and put a unloading, remove tensioning equipment, carry out the next procedure construction; Do not meet the demands as rigidity, carry out the construction of steel structural rod piece reinforcing design, then enter operation from the preparation step.
In aforementioned, the purpose of precompressed is intensity, rigidity and the stability of checking supporting member, eliminates nonelastic deformation, measures the elastic deformation amount for determining that the formwork erection elevation provides parameter.The method that prestressing force loads is the load under simulation carriage Construction State, a kind of engineering method that the opposition that the employing prestressed stretch-draw produces loads.
In the present invention, the prestressed stretch-draw preloading is a kind ofly more novel the steel structure support rod member to be carried out the method that precompressed detects, and the precompressed that can be widely used in various large-tonnage steel structure supporting components and Cantilever Steel Structure etc. detects.
Embodiment 1: as shown in Figure 2, bridge 1# piece calf support is designed to the truss type steel structure of 5 one group, at the pier shaft 2 position pre-embedded steel slabs 11 that calf support is installed, every pre-embedded steel slab 11 is reserved 6 hole Φ 32 holes, begin to install calf support after pier shaft 2 constructions are complete, the connection that the bracket chord member 7 of calf support is connected with pier shaft adopts Φ 32 fining twisted steels to carry out the bolt connection; 7 connections of bracket chord member, calf support are connected employing Φ 700mm16 steel pin and connect with attached wall steel plate 8; Bracket chord member 7 is connected with bolts with oblique pull web member 12 or vertical web member 13, consider that therefore the stressed weakness of calf support cantilever end arranges bearing diagonal 10 at the calf support front end.Upper chord in bracket chord member 7 mainly bears flexural tensile stress and therefore is provided with oblique pull web member 12 and vertical web member 13, to improve cantilever end and span centre rigidity.
In aforementioned, need after the calf support installation bolt and steel pin connection are carried out in detail comprehensively checking, then carry out the pre-press equipment rod member and install.Prestressing force is counter draws front first positioning anchor fixed end 3, and calf support position stretch-drawing beam 6 first is installed before loading, and stretch-drawing beam 6 adopts the 200 type i iron of 2 two meters to manufacture and forms.Anchored end 3 adopts 400 type i iron to connect fining twisted steels and is installed on cushion cap 1, and steel strand 4 adopt anchor rings and intermediate plate to be fixed on the i iron position.The stretch-draw loading end is installed anchor ring but mounting clamp sheet not on stretch-drawing beam 6, the purpose of doing like this is to be convenient to put a unloading.The prestressing force loading equipemtn adopts the prefabricated case beam tensioning equipment, and steel strand 4 usage quantities are decided but are not less than 4 according to prefabricating load and equipment situation, and steel strand 4 length are according to field measurement.
In aforementioned, select representative two groups of calf supports to apply that prestressing force is counter draws to complete prestressed loading precompressed, select the anti-calf support of precompressed that draws to be respectively, two brackets of web position and roof and floor two of positions calf support; Check before loading that steel work has or not distortion, check whether calf support is firm with being connected of 2 of pier shafts, can carry out loading work after passed examination; Loading test is carried out equivalence by the stressed worst position of carriage in construction and is loaded, and measures the amount of deflection that load action bottom brackets at different levels produce; Draw the load-deflection curve of Hanging Basket according to the amount of deflection of Hanging Basket generation under load actions at different levels, controlling for cantilever construction provides reliable foundation; Loading is carried out from 0%-20%-40%-60%-80%-100% according to hierarchical loading, records step by step angle-table bracket cantilever end amount of deflection and changes, and holds the antifatigue stability that lotus is observed rod member after meeting the demands.
In aforementioned, the configuration of the plant of employing is as follows:
1) 2 cover 200t vertically-displacables are from anchor hydraulic jack 14.
2) 4 hole work anchors, each 2 cover of 4 hole moveable anchors.
3) 4 spiral a thousand pieces of golds of 20t push up 14.
4) anchored end 3 and crossbeam 6 are 4 * 1m200a i iron; Stretching end crossbeam 6 is 4 * 2m200a i iron.
5) the pre-buried Φ 32 fining twisted steel 4 * 2.5m of anchored end 3.
6) Φ
s=15.2 underrelaxation steel strand 4.
In the present embodiment, should first bury the stretch-draw anchor material that consists of anchored end 3 underground before engineering method is implemented, jack 14 stretch-draw be produced pulling force upwards be passed to anchored end 3; Jack 14 models of anti-sheet precompressed select to be not less than the centre-hole jack of 1.5 times of loads, and the stretch-draw loading position is chosen in structure stress least favorable position; After installing, anchored end 3 carries out steel strand 4 and jack 14 installations, during stretch-draw, tonnage calculates the oil meter reading and classification progressively is stretched to loaded value according to loading, observe and measure the deformation of every one-level load structure, exceed when standard allows deformation range and should stop loading and steel work being carried out consolidation process, the stability of the complete rear voltage stabilizing observation structure of stretch-draw.
Then, after precompressed is completed, as shown in Figure 1, build the bridge construction of formation on upper not steel structure base.
In the present invention, the large-tonnage steel support structure uses prestressed stretch-draw precompressed engineering method, accelerates the work items construction speed, the reduction of erection time.Utilize the prestressing force anti-sheet to draw the precompressed engineering method for greatly more outstanding across large-scale steel support system compression duration of footpath, high pier and the advantage that reduces costs, cancelled huge prestowage and stretch-draw pre-press equipment material recoverable.Technique is relatively simple, and execute-in-place is easy, quick, and accelerating construction progress and cost savings are had significant improvement.Prestressed stretch-draw precompressed engineering method is that the linear evenly distributed load of structure is carried out analog detection with the point load form, and can detect separately the worst position of structure stress more flexibly in precompressed position selection, so this engineering method is higher for the safety of supporting member.
Engineering method of the present invention is different from the piling prepressing method of conventional, advantage is relatively outstanding implement simple and easy, man-hour is few, need not additionally to drop into any material, substantially need not drop into machinery, can be more accurate etc. near structure actual bearer state, loading accuracy.The successful Application effect that the prestressing force anti-sheet loads the precompressed engineering method obviously improves, construction period has been saved huge preloading material, artificial, i iron, template, hack lever, lifting appliance etc., the input cost of labor and materials machine obviously reduces and engineering method is easy to implement easy operating, the applicability of this engineering method, safety, economy are reliable through the engineering practice checking.
The scope of application of the present invention comprises, high-pier large-span bridge superstructure Construction, adopt the bridge of cantilever construction as Continuous Rigid-Frame Bridge starting section, cast-in-situ continuous beam starting section, suspension cable bridge starting section, cable-stayed bridge starting section etc., and adopt the precompressed of the steel structure support rod member of cantilever construction and freely supported structure to detect.
Claims (6)
1. the Large Span Bridges steel superstructure supports the prestressing force anti-sheet and draws the method that loads precompressed, it is characterized in that: comprising stretch-draw anchor end (3) setting, after the preparation that steel support structure installs and jack (14) oil pump is prepared is completed, stretching end is installed is distributed crossbeam (6), anchored end (3) anchoring crossbeam (6) then is installed, steel strand (4) and jack (14) then are installed, then carry out stretch-draw precompressed construction, observational record Deformation Member situation, then judge, meet the demands as rigidity and put a unloading, remove tensioning equipment, carry out the next procedure construction, do not meet the demands as rigidity, carry out the construction of steel structural rod piece reinforcing design, then enter operation from the preparation step.
2. Large Span Bridges steel superstructure as claimed in claim 1 supports the prestressing force anti-sheet and draws the method that loads precompressed, it is characterized in that, at pier shaft (2) the position pre-embedded steel slab (11) that calf support is installed, every pre-embedded steel slab (11) reserving hole, begin to install the bracket calf support after pier shaft (2) construction is complete, the bracket chord member (7) of calf support is connected 2 with pier shaft) connection adopt fining twisted steel to carry out the bolt connection; Bracket chord member (7) connection, calf support are connected the employing steel pin and connect with attached wall steel plate 8; Bracket chord member (7) is connected with bolts with oblique pull web member (12) or vertical web member (13), at the calf support front end, bearing diagonal (10) is set.
3. Large Span Bridges steel superstructure as claimed in claim 1 supports the prestressing force anti-sheet and draws the method that loads precompressed, it is characterized in that, need after the calf support installation bolt and steel pin connection are carried out in detail comprehensively checking, then carry out the pre-press equipment rod member and install; The anti-front first positioning anchor fixed end (3) that draws of prestressing force, calf support position stretch-drawing beam (6) first is installed before loading, anchored end (3) adopts i iron to connect fining twisted steel and is installed on cushion cap (1), and steel strand (4) adopt anchor ring and intermediate plate to be fixed on the i iron position; The stretch-draw loading end is installed anchor ring but mounting clamp sheet not stretch-drawing beam (6) is upper.
4. Large Span Bridges steel superstructure as claimed in claim 1 supports the prestressing force anti-sheet and draws the method that loads precompressed, it is characterized in that, the prestressing force loading equipemtn adopts the prefabricated case beam tensioning equipment, steel strand (4) usage quantity is decided but is not less than (4) root according to prefabricating load and equipment situation, and steel strand (4) length is according to field measurement.
5. Large Span Bridges steel superstructure as claimed in claim 1 supports the prestressing force anti-sheet and draws the method that loads precompressed, it is characterized in that, select representative two groups of calf supports to apply that prestressing force is counter draws to complete prestressed loading precompressed, select the anti-calf support of precompressed that draws to be respectively, two brackets of web position and roof and floor two of positions calf support; Check before loading that steel work has or not distortion, check whether firmly to be connected between calf support and pier shaft (2), can carry out loading work after passed examination; Loading test is carried out equivalence by the stressed worst position of carriage in construction and is loaded, and measures the amount of deflection that load action bottom brackets at different levels produce; Draw the load-deflection curve of Hanging Basket according to the amount of deflection of Hanging Basket generation under load actions at different levels, controlling for cantilever construction provides reliable foundation; Loading is carried out from 0%-20%-40%-60%-80%-100% according to hierarchical loading, records step by step angle-table bracket cantilever end amount of deflection and changes, and holds the antifatigue stability that lotus is observed rod member after meeting the demands.
6. Large Span Bridges steel superstructure as claimed in claim 1 supports the prestressing force anti-sheet and draws the method that loads precompressed, it is characterized in that, should first bury the stretch-draw anchor material that consists of anchored end (3) underground before engineering method is implemented, jack (14) stretch-draw be produced pulling force upwards be passed to anchored end (3); The jack of anti-sheet precompressed (14) model selects to be not less than the centre-hole jack of 1.5 times of loads, and the stretch-draw loading position is chosen in structure stress least favorable position; Carrying out steel strand (4) and jack (14) after anchored end (3) installs installs, during stretch-draw, tonnage calculates the oil meter reading and classification progressively is stretched to loaded value according to loading, observe and measure the deformation of every one-level load structure, exceed when standard allows deformation range and should stop loading and steel work being carried out consolidation process, the stability of the complete rear voltage stabilizing observation structure of stretch-draw.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2013101239782A CN103174097A (en) | 2013-04-11 | 2013-04-11 | Supporting pre-stress back tension loading and pre-pressing method for upper steel structure of large-span bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2013101239782A CN103174097A (en) | 2013-04-11 | 2013-04-11 | Supporting pre-stress back tension loading and pre-pressing method for upper steel structure of large-span bridge |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN103174097A true CN103174097A (en) | 2013-06-26 |
Family
ID=48634252
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2013101239782A Pending CN103174097A (en) | 2013-04-11 | 2013-04-11 | Supporting pre-stress back tension loading and pre-pressing method for upper steel structure of large-span bridge |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN103174097A (en) |
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104746438A (en) * | 2015-01-28 | 2015-07-01 | 中国水利水电第五工程局有限公司 | Prepressing method for hanging basket jack |
| CN105484171A (en) * | 2015-12-16 | 2016-04-13 | 中铁二十五局集团第三工程有限公司 | Prestress strengthening method for external cables of bridges and culverts of prefabricated frames in gradient change jacking process |
| CN105527168A (en) * | 2014-09-28 | 2016-04-27 | 贵州中建建筑科研设计院有限公司 | Large-span open-web beam steel pipe full bracket pre-pressing test method and pressure test water tank thereof |
| CN106092545A (en) * | 2016-07-08 | 2016-11-09 | 江苏省建筑工程质量检测中心有限公司 | A kind of steel construction support body static test loading device |
| WO2019062271A1 (en) * | 2017-09-28 | 2019-04-04 | 苏交科集团股份有限公司 | Pre-loading device and construction method for concrete crack control at pier top of steel-concrete composite bridge |
| CN110387830A (en) * | 2019-08-14 | 2019-10-29 | 四川路桥华东建设有限责任公司 | Large-scale bracket replaces the pre-pressing bracket system and method for whole precompressed by single section precompressed |
| CN110387806A (en) * | 2019-07-31 | 2019-10-29 | 中交路桥北方工程有限公司 | A kind of restressed beam slab deflection deformation control method |
| CN110439289A (en) * | 2019-08-12 | 2019-11-12 | 上海宝冶集团南京建筑有限公司 | Large span converts the external tensioning of steel truss and preloads construction method |
| CN110607750A (en) * | 2019-09-25 | 2019-12-24 | 中交二公局第五工程有限公司 | High-altitude large-scale structure bearing section steel support and construction method |
| CN113417210A (en) * | 2021-07-19 | 2021-09-21 | 中铁大桥局第七工程有限公司 | Ground pre-pressing device and method for tower column cross beam support |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4660800A (en) * | 1985-10-31 | 1987-04-28 | Horstketter Eugene A | Bridge overhang bracket and hanger |
| CN101231208A (en) * | 2008-02-27 | 2008-07-30 | 中铁十三局集团有限公司 | Method of testing hanging-filling beam suspension basket and bracket equivalent load |
| CN101761034A (en) * | 2010-03-25 | 2010-06-30 | 中国建筑第六工程局有限公司 | Construction method of side block straight-line segment of cantilever-concreting continuous beam |
| CN102392419A (en) * | 2011-11-22 | 2012-03-28 | 中铁三局集团有限公司 | High and large side-span cast-in-place construction method in conjunction with bracket and counterweight |
| CN102493342A (en) * | 2011-11-22 | 2012-06-13 | 中铁三局集团第六工程有限公司 | Static-load bracket preloading construction method of continuous beam |
| CN102505636A (en) * | 2011-10-28 | 2012-06-20 | 中铁十六局集团有限公司 | Construction method of No.0 block of continuous rigid frame bridge of double-thin-wall pier |
| CN202329999U (en) * | 2011-11-16 | 2012-07-11 | 中铁十三局集团电务工程有限公司 | Equivalent loading test device for zero-section bracket of suspending poured beam |
-
2013
- 2013-04-11 CN CN2013101239782A patent/CN103174097A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4660800A (en) * | 1985-10-31 | 1987-04-28 | Horstketter Eugene A | Bridge overhang bracket and hanger |
| CN101231208A (en) * | 2008-02-27 | 2008-07-30 | 中铁十三局集团有限公司 | Method of testing hanging-filling beam suspension basket and bracket equivalent load |
| CN101761034A (en) * | 2010-03-25 | 2010-06-30 | 中国建筑第六工程局有限公司 | Construction method of side block straight-line segment of cantilever-concreting continuous beam |
| CN102505636A (en) * | 2011-10-28 | 2012-06-20 | 中铁十六局集团有限公司 | Construction method of No.0 block of continuous rigid frame bridge of double-thin-wall pier |
| CN202329999U (en) * | 2011-11-16 | 2012-07-11 | 中铁十三局集团电务工程有限公司 | Equivalent loading test device for zero-section bracket of suspending poured beam |
| CN102392419A (en) * | 2011-11-22 | 2012-03-28 | 中铁三局集团有限公司 | High and large side-span cast-in-place construction method in conjunction with bracket and counterweight |
| CN102493342A (en) * | 2011-11-22 | 2012-06-13 | 中铁三局集团第六工程有限公司 | Static-load bracket preloading construction method of continuous beam |
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105527168A (en) * | 2014-09-28 | 2016-04-27 | 贵州中建建筑科研设计院有限公司 | Large-span open-web beam steel pipe full bracket pre-pressing test method and pressure test water tank thereof |
| CN104746438A (en) * | 2015-01-28 | 2015-07-01 | 中国水利水电第五工程局有限公司 | Prepressing method for hanging basket jack |
| CN105484171A (en) * | 2015-12-16 | 2016-04-13 | 中铁二十五局集团第三工程有限公司 | Prestress strengthening method for external cables of bridges and culverts of prefabricated frames in gradient change jacking process |
| CN106092545A (en) * | 2016-07-08 | 2016-11-09 | 江苏省建筑工程质量检测中心有限公司 | A kind of steel construction support body static test loading device |
| CN106092545B (en) * | 2016-07-08 | 2019-07-02 | 江苏省建筑工程质量检测中心有限公司 | A kind of steel construction frame body static test loading device |
| WO2019062271A1 (en) * | 2017-09-28 | 2019-04-04 | 苏交科集团股份有限公司 | Pre-loading device and construction method for concrete crack control at pier top of steel-concrete composite bridge |
| CN110387806A (en) * | 2019-07-31 | 2019-10-29 | 中交路桥北方工程有限公司 | A kind of restressed beam slab deflection deformation control method |
| CN110439289A (en) * | 2019-08-12 | 2019-11-12 | 上海宝冶集团南京建筑有限公司 | Large span converts the external tensioning of steel truss and preloads construction method |
| CN110439289B (en) * | 2019-08-12 | 2021-10-19 | 上海宝冶集团南京建筑有限公司 | External tensioning preloading construction method for large-span conversion steel truss |
| CN110387830A (en) * | 2019-08-14 | 2019-10-29 | 四川路桥华东建设有限责任公司 | Large-scale bracket replaces the pre-pressing bracket system and method for whole precompressed by single section precompressed |
| CN110607750A (en) * | 2019-09-25 | 2019-12-24 | 中交二公局第五工程有限公司 | High-altitude large-scale structure bearing section steel support and construction method |
| CN113417210A (en) * | 2021-07-19 | 2021-09-21 | 中铁大桥局第七工程有限公司 | Ground pre-pressing device and method for tower column cross beam support |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103174097A (en) | Supporting pre-stress back tension loading and pre-pressing method for upper steel structure of large-span bridge | |
| CN101748681B (en) | Pretensioning method construction technology of 50m broken line reinforced concrete T-shaped beam | |
| CN110331668A (en) | A kind of back-cable-free cable-stayed bridge inclined in two-way V-shaped bridge tower construction method | |
| CN102051858B (en) | Jack loading triangular truss hanging basket and load test construction method thereof | |
| CN109747037A (en) | A kind of elder generation's post-tensioned prestressing combines the U-shaped beam prefabricated construction technology of large span of construction | |
| CN203923924U (en) | No. 0 section bracket prepressing device | |
| CN205223871U (en) | Suspension bridge bridge tower overarm brace pre -compaction device | |
| CN111287096A (en) | Closure construction method for continuous rigid frame beam of lower-towing super large bridge | |
| CN113216010A (en) | Construction method for closure section of corrugated steel web bridge | |
| CN201924289U (en) | Bracket structure for 0# block of high-pier long-span continuous rigid frame bridge | |
| CN100422445C (en) | Steel strand reversal fulcrum preloading method | |
| CN108842628A (en) | In conjunction with the construction method of anchor ear and the non-floor-bracket of Bailey beam cast-in-situ box girder | |
| CN210151596U (en) | Integrated construction system for side-span cast-in-place section and closure section of high-pier continuous beam | |
| CN110106793B (en) | Unbalanced continuous beam side span counterweight auxiliary device | |
| CN202787099U (en) | Reinforced concrete cap beam external prestressing structure | |
| CN208534068U (en) | A kind of traction sliding system that the prefabricated crane girder in power plant building is set up | |
| CN108442715A (en) | A kind of the traction sliding system and construction technology of the prefabricated crane girder erection in power plant building | |
| CN112609584A (en) | Prefabricated small box girder installation construction method for intelligent express way | |
| CN102877657A (en) | Large-span H-shaped plane composite structure beam string upper-air cable replacement construction method | |
| CN103147402A (en) | Support device for constructing continuous box girder bridge and elevation adjusting method | |
| CN215714703U (en) | Anti-pre-compaction device that draws of box girder bracket steel strand wires that waters of hanging | |
| CN201901847U (en) | Jack loading triangular truss hanging basket | |
| CN105155424B (en) | A kind of arch door shape steel leaning tower Inclined cable-stayed construction technology | |
| CN115573261A (en) | Construction method for embedded part of cast-in-place beam bracket of double-limb thin-wall pier | |
| CN101994294A (en) | Casting construction of triangular light hanging basket cantilever for highway engineering |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C02 | Deemed withdrawal of patent application after publication (patent law 2001) | ||
| WD01 | Invention patent application deemed withdrawn after publication |
Application publication date: 20130626 |