CN101158146A - Cable-stayed bridge main-beam sliding form frame system and construction method - Google Patents
Cable-stayed bridge main-beam sliding form frame system and construction method Download PDFInfo
- Publication number
- CN101158146A CN101158146A CNA2007101902296A CN200710190229A CN101158146A CN 101158146 A CN101158146 A CN 101158146A CN A2007101902296 A CNA2007101902296 A CN A2007101902296A CN 200710190229 A CN200710190229 A CN 200710190229A CN 101158146 A CN101158146 A CN 101158146A
- Authority
- CN
- China
- Prior art keywords
- purlin
- form frame
- sliding form
- bei lei
- cable
- 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 relates to a main girder slide die carrier system and a construction method of cable-stayed bridges, with steps as follows: when the construction 0<SUP>#</SUP> segment is finished, a bailey truss sliding die carrier is extended, which is divided into three groups that respectively move forward to next row of supporting piers; a construction segment bottom die is dragged to place; a fore-fulcrum elevation of the die carrier is adjusted; suspenders are stretched ahead; segmental steel bars and prestressing tendons are bound; segmental concrete is poured; segmental pre-stressing tendons are stretched; the die carrier is down adjusted; the bottom die is moved forward to next segmental place; and the steps are repeated. The invention has the advantages that by using the stress system of front supporting and back cable staying, one part of load has transferred to a cast girder segment, and the other part is borne by temporary piers, stressing is definite, calculation is easy, working condition is unified, and main girder linear adjustment control is convenient. The invention is applicable not only to concrete connecting girders and T-frames, but also to cable-stayed bridges with various cross-sectional shapes, achieves single cable plane, small transverse stiffness, wide flange plate cross section main girder, and whole section global casting, saves labor and materials, enjoys a short construction period and standardized construction, and is stable, safe and reliable.
Description
Technical field
What the present invention relates to is cable-stayed bridge main-beam sliding form frame system and job practices, belongs to technical field of bridge construction.
Background technology
The main girder construction of Shenyang Gong Heqiao, owing to be subjected to face diameter sky under the bridge lower and the restriction of nearly ten thousand volts of high-voltage lines arranged, if adopt existing, conventional cradle construction method, not only construction quality, construction safety can not get guaranteeing, and the construction period is long, become the bridge line style to be not easy control, supporting structure can't make full use of turnover equipment such as Bailey truss simultaneously, and cost is higher.
Summary of the invention
The present invention is intended to overcome the defective that prior art exists, and proposes job practices and cable-stayed bridge main-beam sliding form frame device systems thereof with cable-stayed bridge main-beam sliding form frame.
Technical solution of the present invention: the cable-stayed bridge main-beam sliding form frame construction method is characterized in that the processing step branch of this method, (1) 0
#The construction of piece section finishes, and spreading Bei Lei purlin sliding form frame, Bei Lei purlin sliding form frame divide three big groups to move forward to respectively on next row's buttress; (2) construction sections bed die is dilatory in place, adjusts mould bases front fulcrum absolute altitude according to the construction lofting absolute altitude; (3) sliding form frame rear end in Bei Lei purlin is hung and is being watered on the box girder segment, to suspension rod difference prestretching; (4) colligation sections reinforcing bar and presstressed reinforcing steel, the inside and outside mould of install bin beam; (5) cast sections concrete, every day the lowest temperature during period concrete pouring finish, in time with sliding form frame rear end, Bei Lei purlin buttress with watered the case beam at the bottom of hold out against concrete curing; (6) stretch-draw sections presstressed reinforcing steel is hung behind the sliding form frame of dismounting Bei Lei purlin, hangs suspension cable and stretch-draw; (7) Bei Lei purlin sliding form frame downward modulation, the reach bed die is to next sections position; Three girder sections construction finishing Bei Lei purlin sliding form frames that then move forward a time repeat above-mentioned steps (1)-(7).
Cable-stayed bridge main-beam sliding form frame system, its structure be comprise Bei Lei purlin sliding form frame, fixedly framed bent buttress, traction and roller assembly, after hang equipment before, the preceding bridge of the nose, the back bridge of the nose, slide plate and voussoir, shearing-resistance blocks.
Advantage of the present invention:
1, adopt before, after hang stress system, a load part reaches waters the beam section, another part is born by temporary rest pier, and is stressed clear and definite, calculates easyly, operating mode is unified, is convenient to the adjustment of girder line style and controls.
2, the present invention combines the advantage of Hanging Basket and full framing, the scope of application is extensive, be not only applicable to concrete continuous beam, T structure, also applicable to the concrete deck cable stayed bridge of various section forms, can realize more that single rope face, lateral stiffness are little, wide width wing plate section girder, full section monobloc cast.
3, travel(l)ing rest is as the cast-in-place mobile platform support of girder segmentation, but every traveling three piece sections of continuous placing once saved human and material resources, financial resources greatly, and shortened the duration, generally each piece section only needs 7 days.
4, travel(l)ing rest is mainly formed by Bei Leiliang and a small amount of shaped steel spelling, and the new system member is few, and disposable loss material is few, and support is installed, convenient disassembly, and is reusable, and can form standardized construction.
5, the control concreting time, and copy tight rear support leg in good time, the vertical displacement of restraint beam body has overcome the adverse effect of cable stayed bridge temperature effect to girder construction.
6, when reach, roller bearing is arranged on the interim pier, and good stability during the system traveling is safe and reliable.
7, monolithic long platform, the scope of operation is open, convenient and quick construction, can carry out multiple spot continuously, the continuous-flow type operation.
Carry out the prestressed concrete main girder construction with cable-stayed bridge main-beam sliding form frame system, not only construction quality, construction safety are guaranteed, and progress has obtained accelerating greatly simultaneously.This is once successfully attempting of cable-stayed bridge main-beam construction, and compare with the Hanging Basket method: it is fast to have speed, easy construction, become the bridge line style to control easily, and the mould bases structure can make full use of turnover equipment such as Bailey truss, cost is low, remarkable in economical benefits has certain popularization value.
Description of drawings
Accompanying drawing 1 is the structural representation of cable-stayed bridge main-beam sliding form frame system.
Among the figure 1 is Bei Lei purlin sliding form frame, the 2nd, fixing framed bent buttress, the 3rd, traction and roller assembly, the 4th, after hang equipment, the 5th, the preceding bridge of the nose, the 6th, the back bridge of the nose, the 7th, slide plate and voussoir, the 8th, shearing-resistance blocks.
The specific embodiment
Contrast accompanying drawing 1, Bei Lei purlin sliding form frame 1 are supported on fixedly on the framed bent buttress 2, and used slide plate and voussoir 7 when used roller assembly 3, concrete casting and constructing all joins with Bei Lei purlin sliding form frame 1 during traction, and are arranged in fixedly on the framed bent buttress 2.In beam body casting process, slide plate and voussoir 7 also are arranged in fixedly on the framed bent buttress 2, and this moment, traction was not installed with roller assembly 3; Beam body cast finish reach intensity after, during 1 reach of Bei Lei purlin sliding form frame, with jack with Bei Lei purlin sliding form frame 1 jack-up, take out slide plate and gad piece 7, afterwards Bei Lei purlin sliding form frame 1 is dropped on the mobile roller bearing, move 1 holder of Bei Lei purlin sliding form frame to position with traction and roller assembly 3, a back jack-up Bei Lei purlin sliding form frame 1 puts in place, extract traction and roller assembly 3 out, change slide plate and gad piece 7, then carry out the next procedure of beam body construction.
Roller assembly 3 is arranged on fixedly on the framed bent buttress 2, only uses when 1 reach of Bei Lei purlin sliding form frame, and its aim is that rolling friction replaces sliding friction, reduces the mill resistance when mobile.
After hang that equipment 4 will pour the beam body, the back bridge of the nose 6 is anchored at together, a part of working load is passed to waters on the beam section, thereby improve the stressed of the back bridge of the nose 6, can suitably increase the span of the back bridge of the nose 6, make structure more reasonable.Shearing-resistance blocks 8 is arranged on the beam body base plate of casting complete, and links to each other with the back bridge of the nose 6, makes new poured concrete and the Bei Lei purlin sliding form frame can be mobile with the case beam, prevents construction crack.
Bei Lei purlin sliding form frame rigidity requirement reaches f/L 〉=1/800, and each is arranged between the sheet of Bei Lei purlin and horizontal-associate is set together every 3m, and Bei Lei purlin sheet lower plane is provided with interim flat connection, and wherein f is an amount of deflection, and L is the single hole span.
Bei Lei purlin sliding form frame reach time-divisions three big group reach respectively, one group the time, each group of both sides is interim to be locked with buttress, guarantees Bei Lei purlin sliding form frame slippage safety in the middle of the reach of Bei Lei purlin sliding form frame, bed die then is hung on the case beam temporarily, and traction power adopts hydraulic jack.
During the sections concrete pouring, Bei Lei purlin sliding form frame front end fulcrum is motionless relatively, but back suspension centre place beam-ends constantly changes with the increase vertical displacement of weight concrete, so concrete spouting is by far away and near, the place closes up at constuction joint, guarantee before concrete initial set, to finish the beam section concrete and water fluence, make the new quality of pouring into of seam crossing not be subjected to the influence of this place's displacement.
Sections concrete spouting time rule began to carry out in that afternoon, must water before heating up morning next day, held out against with sliding form frame rear end, Bei Lei purlin buttress and at the bottom of having watered the case beam immediately after pouring, in case variations in temperature makes the new-old concrete cracking.
Newly watering between the normal preserving period of sections, continuous 4 the section box girder end faces in its rear are covered, uninterrupted watering keeps moistening, in the hope of the temperature difference at the bottom of reduction back and the beam.
Embodiment 1, and Bei Lei purlin sliding form frame girder forms with the high Bei Lei purlin sheet spelling in 1.5m purlin, length overall 42m, and wide 24.9m divides spandrel girder, the forward and backward bridge of the nose three parts to form; Spandrel girder 24m laterally is made up of 41 Bei Lei purlin sheets, satisfies three sections construction requirements; The long 9m of the bridge of the nose, totally 12, per 2 constitute one group.Direction across bridge mould bases shellfish thunder sheet spacing is pressed girder different parts load characteristic distributions and is arranged, makes every effort to each sheet stress equalization, compatibility of deformation.Unify by sway bracing between the sheet of Bei Lei purlin.Every group on the bridge of the nose is linked to be integral body with horizontal-associate.Sliding form frame top, Bei Lei purlin is provided with the slidably whole bed die of girder sections, rises and falls with Bei Lei purlin sliding form frame.
The framed bent stake of fixed buttress is according to the relative set of moving towards of railway line, and for adapting to site condition, buttress centres are equal not to the utmost, and the most about 21.6m guarantees that the rigidity of Bei Lei purlin sliding form frame spandrel girder meets the demands.Sliding form frame stake top, Bei Lei purlin is established between cap, stake and is established horizontal-associate.
Traction is made up of jack and roller bearing etc. with roller assembly.The absolute altitude adjustment is carried out by on framed bent stake top hand jack being set in the sliding form frame top of rising and falling in Bei Lei purlin, finishes the work of rising and falling of Bei Lei purlin sliding form frame; Bei Lei purlin sliding form frame reach employing hydraulic jack is joined prestress wire and is carried out operation, roller bearing is installed as roller bearing between stake top and Bei Lei purlin sheet, reduces mobile friction.
After hang equipment by upper and lower distribution beam and hang and form.Suspension rod adopts φ 32 finish rolling deformed bars, laterally arranges 16 altogether.
The cable-stayed bridge main-beam sliding form frame construction method, the processing step branch of this method, (1) 0
#The construction of piece section finishes, and spreading Bei Lei purlin sliding form frame, Bei Lei purlin sliding form frame divide three big groups to move forward to respectively on next row's buttress; (2) construction sections bed die is dilatory in place, adjusts Bei Lei purlin sliding form frame front fulcrum absolute altitude according to the construction lofting absolute altitude; (3) sliding form frame rear end in Bei Lei purlin is hung and is being watered on the box girder segment, to suspension rod difference prestretching; (4) colligation sections reinforcing bar and presstressed reinforcing steel, the inside and outside mould of install bin beam; (5) cast sections concrete, every day the lowest temperature during period concrete pouring finish, in time with sliding form frame rear end, Bei Lei purlin buttress with watered the case beam at the bottom of hold out against concrete curing; (6) stretch-draw sections presstressed reinforcing steel is hung behind the sliding form frame of dismounting Bei Lei purlin, hangs suspension cable and stretch-draw; (7) mould bases downward modulation, the reach bed die is to next sections position; Three girder sections construction finishing Bei Lei purlin sliding form frames that then move forward a time repeat above-mentioned steps (1)-(7).
Embodiment 2
This bridge is a prestressed concrete list rope face single pylon cable stayed bridge, and two stride the footpath for 114+120m, overall length of bridge 236m, and king-tower place beam, tower, pier are fixed.Girder is contour single case five chamber type structures, beam face width 32m, and midline deck-molding 3.16m, outrigger base each long 4.75m in section both sides divides upper and lower two-layer.The suitable bridge of main girder construction is to being divided into 32 sections.Wherein tower pier beam bound fraction 0
#Piece, west side-1
#～-15
#Sections, east side+1
#～+16
#Sections removes 0
#Sections ,-15
#,+16
#Outside the sections, all the other sections are standard size, length 6.66m.The framed bent stake of fixed buttress is according to the trend and the setting of layout camera of railway line, and buttress centres are equal not to the utmost, and the most about 21.6m is to guarantee the supporting of Bei Lei purlin sliding form frame spandrel girder.Cap, stake are established in framed bent stake top, establish horizontal-associate therebetween.
The absolute altitude adjustment is carried out by on framed bent stake top hand jack being set in the sliding form frame top of rising and falling in Bei Lei purlin, finishes the work of rising and falling of Bei Lei purlin sliding form frame; Bei Lei purlin sliding form frame reach employing 25t hydraulic jack is joined single steel strand and is carried out operation, roller bearing is installed as roller bearing between stake top and Bei Lei purlin sheet, reduces mobile friction.
After hang equipment by upper and lower distribution beam and hang and form.Suspension rod adopts φ 32 finish rolling deformed bars.
When adopting Bei Lei purlin sliding die frame method construction, key is to need the vertical deflection of control new-old concrete seam crossing and vertically hand over position and corner size, prevents constuction joint cracking or dislocation.By calculating as can be known, the principal element that seam crossing beam body corner and vertical displacement produce is that the temperature difference at the bottom of back and the beam causes, so must manage to reduce the temperature difference at the bottom of back and the beam, reaches the purpose that the displacement value is reduced.All can meet the demands as for the stressed result of other condition calculating by the member setting of structure itself.
Bei Lei purlin sliding form frame construction key step and technology point
1, key step
A.0# the construction of piece section finishes, and spreading Bei Lei purlin sliding form frame, Bei Lei purlin sliding form frame divide three big groups to move forward to respectively on next row's buttress.
B. the sections bed die of constructing is dilatory in place, adjusts Bei Lei purlin sliding form frame front fulcrum absolute altitude according to the construction lofting absolute altitude.
C. sliding form frame rear end in Bei Lei purlin is hung and is being watered on the box girder segment, to suspension rod difference prestretching.
D. colligation sections reinforcing bar and presstressed reinforcing steel, the inside and outside mould of install bin beam.
E. pour into a mould the sections concrete, every day the lowest temperature during period concrete pouring finish, in time with sliding form frame rear end, Bei Lei purlin buttress with watered the case beam at the bottom of hold out against concrete curing.
F. stretch-draw sections presstressed reinforcing steel is hung behind the sliding form frame of dismounting Bei Lei purlin, hangs suspension cable and stretch-draw.
G. Bei Lei purlin sliding form frame downward modulation, the reach bed die is to next sections position.
Three girder sections construction finishing Bei Lei purlin sliding form frames that then move forward a time repeat above-mentioned steps.
2, technology point
A. Bei Lei purlin sliding form frame rigidity requirement: even suitable for guaranteeing the girder line style, Bei Lei purlin sliding form frame rigidity requirement reaches f/l ≮ 1/800.Each is arranged between the sheet of Bei Lei purlin and horizontal-associate is set together every 3m.Bei Lei purlin sheet lower plane is provided with interim flat connection.
B. buttress foundation settlement amount is not more than 3mm.Adopt hole digging pile between railway line, Open-cut Foundation is adopted at other position.
C. Bei Lei purlin sliding form frame reach time-divisions three big group reach respectively, in the middle of the reach one group the time, each group of both sides interim with the buttress locking, guarantee Bei Lei purlin sliding form frame slippage safety, bed die then is hung on the case beam temporarily, traction power employing hydraulic jack.
D. during the sections concrete pouring, Bei Lei purlin sliding form frame front end fulcrum is motionless relatively, but back suspension centre place beam-ends constantly changes with the increase vertical displacement of weight concrete, so concrete spouting is by far away and near, the place closes up at constuction joint, guarantee before concrete initial set, to finish the beam section concrete and water fluence, make the new quality of pouring into of seam crossing not be subjected to the influence of this place's displacement.
E. correct selected concrete infusion time and rear buttress prop up the top time.Sections concrete spouting time rule began to carry out in that afternoon, must water before heating up morning next day.Hold out against with mould bases rear end buttress and at the bottom of having watered the case beam immediately after pouring, in case variations in temperature makes the new-old concrete cracking.
F. manage to reduce the temperature difference at the bottom of case top surface of the beam and the beam.The beam body end face and the bottom surface temperature difference account for leading role to the influence of beam-ends displacement.Mainly concentrate on back four box girder segments that newly water sections by calculating the influence of the temperature difference as can be known, all the other then influence very little.Newly watering between the normal preserving period of sections, continuous 4 the section box girder end faces in its rear covered, not between
Disconnected watering keeps moistening, in the hope of the temperature difference at the bottom of reduction back and the beam.
Claims (10)
1. cable-stayed bridge main-beam sliding form frame construction method is characterized in that the processing step branch of this method,
(1) 0
#The construction of piece section finishes, and spreading Bei Lei purlin sliding form frame, Bei Lei purlin sliding form frame divide three big groups to move forward to respectively on next row's buttress;
(2) construction sections bed die is dilatory in place, adjusts Bei Lei purlin sliding form frame front fulcrum absolute altitude according to the construction lofting absolute altitude;
(3) sliding form frame rear end in Bei Lei purlin is hung and is being watered on the box girder segment, to suspension rod difference prestretching;
(4) colligation sections reinforcing bar and presstressed reinforcing steel, the inside and outside mould of install bin beam;
(5) cast sections concrete, concrete pouring finishes, and in time holds out against concrete curing with mould bases rear end buttress and at the bottom of having watered the case beam;
(6) stretch-draw sections presstressed reinforcing steel is hung behind the decentering, hangs suspension cable and stretch-draw;
(7) Bei Lei purlin sliding form frame downward modulation, the reach bed die is to next sections position;
Three girder sections construction finishing Bei Lei purlin sliding form frames that then move forward a time repeat above-mentioned steps (1)-(7).
2. cable-stayed bridge main-beam sliding form frame construction method according to claim 1, it is characterized in that Bei Lei purlin sliding form frame 1 rigidity requirement reaches f/L 〉=1/800, each is arranged between the sheet of Bei Lei purlin and horizontal-associate is set together every 3m, and Bei Lei purlin sheet lower plane is provided with interim flat connection, wherein f is an amount of deflection, and L is the single hole span.
3. cable-stayed bridge main-beam sliding form frame construction method according to claim 1, it is characterized in that the 1 reach time-divisions three big group reach respectively of Bei Lei purlin sliding form frame, in the middle of the reach of Bei Lei purlin sliding form frame one group the time, interim and the buttress locking of each group of both sides, guarantee Bei Lei purlin sliding form frame slippage safety, bed die then is hung on the case beam temporarily, and traction power adopts hydraulic jack.
4. cable-stayed bridge main-beam sliding form frame construction method according to claim 1, when it is characterized in that the sections concrete pouring, Bei Lei purlin sliding form frame front end fulcrum is motionless relatively, but back suspension centre place beam-ends constantly changes with the increase vertical displacement of weight concrete, so concrete spouting is by far away and near, the place closes up at constuction joint, guarantees to finish the beam section concrete and water fluence before concrete initial set, makes the new quality of pouring into of seam crossing not be subjected to the influence of this place's displacement.
5. cable-stayed bridge main-beam sliding form frame construction method according to claim 4, it is characterized in that the initial infusion time of sections concrete, guarantee just casting complete before heating up morning next day, after pouring immediately with sliding form frame rear end, Bei Lei purlin buttress with watered the case beam at the bottom of hold out against, in case variations in temperature, system heat up and make the new-old concrete cracking.
6. cable-stayed bridge main-beam sliding form frame construction method according to claim 4, it is characterized in that newly watering between the normal preserving period of sections, continuous 4 the section box girder end faces in its rear are covered, uninterrupted watering keeps moistening, in the hope of the temperature difference at the bottom of reduction back and the beam, the temperature difference is controlled in 5 ℃.
7. cable-stayed bridge main-beam sliding form frame system, it is characterized in that comprising Bei Lei purlin sliding form frame, fixedly framed bent buttress, traction and roller assembly, after hang equipment, shearing-resistance blocks, wherein Bei Lei purlin sliding form frame forms with the high Bei Lei purlin sheet spelling in 1.5m purlin, Bei Lei purlin sliding form frame is supported on fixedly on the framed bent buttress, traction and roller assembly and Bei Lei purlin sliding form frame join, after hang the cable-stayed bridge main-beam that equipment will pour into a mould and link to each other with Bei Lei purlin sliding form frame 1, shearing-resistance blocks is arranged in beam body rear end, and Bei Lei purlin sliding form frame and beam body are linked as integral body.
8. cable-stayed bridge main-beam sliding form frame system according to claim 7 is characterized in that the move towards relative set of the framed bent stake top of fixing framed bent buttress according to the bridge center line, and cap is established on framed bent stake top, establishes horizontal-associate between the framed bent stake.
9. cable-stayed bridge main-beam sliding form frame system according to claim 7 is characterized in that framed bent stake top is provided with jack, installs roller bearing between framed bent stake top and Bei Lei purlin sheet.
10. cable-stayed bridge main-beam sliding form frame system according to claim 7, the equipment of hanging after it is characterized in that is by upper and lower distribution beam and hang and form, and its middle hanger adopts φ 32 finish rolling deformed bars.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA2007101902296A CN101158146A (en) | 2007-11-20 | 2007-11-20 | Cable-stayed bridge main-beam sliding form frame system and construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA2007101902296A CN101158146A (en) | 2007-11-20 | 2007-11-20 | Cable-stayed bridge main-beam sliding form frame system and construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN101158146A true CN101158146A (en) | 2008-04-09 |
Family
ID=39306369
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNA2007101902296A Pending CN101158146A (en) | 2007-11-20 | 2007-11-20 | Cable-stayed bridge main-beam sliding form frame system and construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN101158146A (en) |
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101793006B (en) * | 2009-12-23 | 2011-06-22 | 中铁大桥局集团第一工程有限公司 | Construction method for rapid construction of support cast-in-situ continuous beam |
| CN102206934A (en) * | 2010-08-30 | 2011-10-05 | 江西省交通设计院 | Method for block-by-block casting of concrete continuous beam bridge by using military truss shift mould |
| CN102267176A (en) * | 2011-07-12 | 2011-12-07 | 梁铭康 | Bridge beam construction device |
| CN102294748A (en) * | 2011-07-12 | 2011-12-28 | 梁铭康 | Bridge body construction equipment |
| CN102425110A (en) * | 2011-08-31 | 2012-04-25 | 重庆新科建设工程有限公司 | Cast-in-situ concrete construction method for full section of urban overpass box girder |
| CN101818479B (en) * | 2009-10-10 | 2012-08-29 | 中交二公局第二工程有限公司 | Construction process for overhead back-up movement and dismantlement of movable shuttering form |
| CN103243658A (en) * | 2013-05-16 | 2013-08-14 | 中交路桥华南工程有限公司 | Guyed traveler for cable-stayed bridge and assembly method for guyed traveler |
| CN103727934A (en) * | 2014-01-20 | 2014-04-16 | 长沙理工大学 | Precise construction sampling method for cantilever bridge construction |
| CN110700104A (en) * | 2019-10-17 | 2020-01-17 | 中国十七冶集团有限公司 | Construction platform of suspension bridge suspender tensioning equipment and use method |
| CN112065437A (en) * | 2020-08-19 | 2020-12-11 | 中铁五局集团有限公司 | Continuous beam support pre-pressing construction method based on karst cave underground river environment tunnel construction |
| CN113982274A (en) * | 2021-11-19 | 2022-01-28 | 中铁十七局集团第五工程有限公司 | Fulcrum setting method of cast-in-place concrete support structure |
-
2007
- 2007-11-20 CN CNA2007101902296A patent/CN101158146A/en active Pending
Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101818479B (en) * | 2009-10-10 | 2012-08-29 | 中交二公局第二工程有限公司 | Construction process for overhead back-up movement and dismantlement of movable shuttering form |
| CN101793006B (en) * | 2009-12-23 | 2011-06-22 | 中铁大桥局集团第一工程有限公司 | Construction method for rapid construction of support cast-in-situ continuous beam |
| CN102206934B (en) * | 2010-08-30 | 2012-05-30 | 江西省交通设计院 | Method for block-by-block casting of concrete continuous beam bridge by using military truss shift mould |
| CN102206934A (en) * | 2010-08-30 | 2011-10-05 | 江西省交通设计院 | Method for block-by-block casting of concrete continuous beam bridge by using military truss shift mould |
| CN102294748A (en) * | 2011-07-12 | 2011-12-28 | 梁铭康 | Bridge body construction equipment |
| CN102267176A (en) * | 2011-07-12 | 2011-12-07 | 梁铭康 | Bridge beam construction device |
| CN102425110A (en) * | 2011-08-31 | 2012-04-25 | 重庆新科建设工程有限公司 | Cast-in-situ concrete construction method for full section of urban overpass box girder |
| CN103243658A (en) * | 2013-05-16 | 2013-08-14 | 中交路桥华南工程有限公司 | Guyed traveler for cable-stayed bridge and assembly method for guyed traveler |
| CN103243658B (en) * | 2013-05-16 | 2015-11-25 | 中交路桥华南工程有限公司 | The spelling method of cable stayed bridge dragging suspension basket |
| CN103727934A (en) * | 2014-01-20 | 2014-04-16 | 长沙理工大学 | Precise construction sampling method for cantilever bridge construction |
| CN103727934B (en) * | 2014-01-20 | 2016-03-16 | 长沙理工大学 | A kind of accurate construction lofting method of cantilever glider bridge construction |
| CN110700104A (en) * | 2019-10-17 | 2020-01-17 | 中国十七冶集团有限公司 | Construction platform of suspension bridge suspender tensioning equipment and use method |
| CN110700104B (en) * | 2019-10-17 | 2021-02-26 | 中国十七冶集团有限公司 | Construction platform of suspension bridge suspender tensioning equipment and use method |
| CN112065437A (en) * | 2020-08-19 | 2020-12-11 | 中铁五局集团有限公司 | Continuous beam support pre-pressing construction method based on karst cave underground river environment tunnel construction |
| CN113982274A (en) * | 2021-11-19 | 2022-01-28 | 中铁十七局集团第五工程有限公司 | Fulcrum setting method of cast-in-place concrete support structure |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101158146A (en) | Cable-stayed bridge main-beam sliding form frame system and construction method | |
| CN106702910B (en) | A kind of main girder construction technique of the double rope face low-pylon cable-stayed bridges of double tower | |
| CN101824800B (en) | Method for construction of bridge cast-in-situ pre-stressed concrete continuous beam | |
| CN103938546B (en) | Simply supported non-uniform construction method | |
| CN105839536A (en) | Construction method of cable-stayed bridge pylon | |
| CN108978434B (en) | Bracket-free industrialized construction method of steel-concrete combined continuous box girder bridge | |
| CN105839510A (en) | Steel-ultra-high-performance concrete combined continuous beam bridge structure and construction method thereof | |
| CN101173503A (en) | Three-point walking single cable face cable-dragging suspension basket | |
| CN106638259B (en) | The superstructure and its assembling and construction method of prefabricated uncovered beam type combined steel plate beam bridge | |
| CN102535327B (en) | Through prestress steel truss and concrete combined continuous steel structure bridge and construction method thereof | |
| CN103669226A (en) | River-crossing prestressed concrete continuous beam bridge box girder 0# block support construction method | |
| CN108342973A (en) | Whole H profile steel-concrete composite beam bridge and construction method across prefabricated installation | |
| CN103437300A (en) | Construction method for erecting double cantilevers for pier top steel beam without pier-side bracket | |
| CN107905114A (en) | A kind of construction method of large span Successive interference cancellation | |
| CN101781878A (en) | Integral lifting template of main pylon of single-pylon cable-stayed bridge without dorsal cables and lifting construction method thereof | |
| CN104805769B (en) | A kind of self-balancing arc beam cast-in-place support and construction method thereof | |
| CN109958049A (en) | A kind of modularization steel-is mixed to combine small box girder freely-supported continuous bridge and its construction method | |
| CN102587282B (en) | Large-section simply-supported box girder precasting and assembly process under conditions of strong wind and high altitude | |
| CN102535348A (en) | Method for tensioning stayed cables of hinged tower cable stayed bridge | |
| CN105568870A (en) | Triangle hanging basket suspended casting device used for overpass bridge construction and construction method thereof | |
| CN110644371A (en) | Prefabricated capping beam installation method and system | |
| CN113638304A (en) | Concrete beam type bridge hidden cover beam structure system and construction method thereof | |
| CN106087711A (en) | Antinode work beam-steel concrete top board-external prestressing combines T-shaped simply supported beam | |
| CN205242278U (en) | A triangle string basket method is hanged and is watered device for deck bridge construction | |
| CN207987749U (en) | Ride cable-styled erection crane |
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 |