CN104532746A - Construction method of upper structure of steel-concrete overlapping beam - Google Patents
Construction method of upper structure of steel-concrete overlapping beam Download PDFInfo
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- CN104532746A CN104532746A CN201410769965.7A CN201410769965A CN104532746A CN 104532746 A CN104532746 A CN 104532746A CN 201410769965 A CN201410769965 A CN 201410769965A CN 104532746 A CN104532746 A CN 104532746A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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Abstract
The invention discloses a construction method of an upper structure of a steel-concrete overlapping beam. The method includes the following steps of erection of flexible temporary buttresses, mounting of supporting seats, mounting of pre-embedded parts, hoisting of steel beams, fine adjustment of the beams, beam section welding, first-time removing of supports, pouring of bridge deck slab sections, prestress tension, second-time beam lowering and removing of the flexible temporary buttresses. According to the construction method of the upper structure of the steel-concrete overlapping beam, the construction process of erection of the steel beams and a large-tonnage steel beam fine adjustment device by means of a flexible buttress method has the advantages of convenient operation, fast construction and the like, devices that are used in the construction method are common devices that are made of common materials and can be applied to common bridge construction sites, costs are low, and the application range is wide.
Description
Technical field
Technical field of building construction of the present invention, specifically refers to a kind of concrete-steel Beam Superstructure Construction method.
Background technology
Along with development and the economic progress of society, bridge projects gets more and more, and bridge engineering also becomes one of key factor promoting China's economic development gradually simultaneously.Wherein concrete-steel Beam system uses more bridge system in recent years, but be difficult to ensure for construction quality in the existing construction method of concrete-steel Beam, and cost is higher, complicated operation, has delayed construction speed to a certain extent.
Summary of the invention
The object of the invention is to: provide a kind of concrete-steel Beam Superstructure Construction method, this construction method is easy to operate, quick construction.
The present invention is achieved through the following technical solutions: a kind of concrete-steel Beam Superstructure Construction method, comprises the following steps:
A, set up flexible temporary rest pier
B, erection support
C, installation built-in fitting
D, hoisting steel beam
Two pedrail cranes lift above beam section to temporary rest pier, make 5cm above hanging beam segment distance sandbox;
E, fine setting move beam
Under moving the cooperation of the support system of girder system system on temporary rest pier, move girder system and to unite first transverse shifting girder steel, then vertically move girder steel, finally adjust elevation;
F, beam section are welded
Multi-head automatic welding device is adopted to carry out Site Welding to beam section;
G, to fall frame first
Girder steel beam section is freely stressed, forms three stride continuous girder construction, unloads the sandbox on temporary rest pier top;
H, bridge deck sections are built
Single hop bridge deck concrete is built to building end according to not building end, and direction across bridge is built in the middle of side direction from two, and vibrate employing poker vibrator, by quincunx layout plug and pound into;
I, prestressed stretch-draw
Prestressed strand adopts two ends stretch-draw;
J, secondary falling beam
K, remove flexible temporary rest pier
Further, in order to better realize the present invention, in described step a, jack is set at Zhong Dun top.
Further, in order to better realize the present invention, in described step b, bondbeam bearing adopts stone bolt to be connected with pier top pinner, and bearing adopts with girder steel floor and welds.
Further, in order to better realize the present invention, described step e fine setting moves in beam and moves girder system turnkey and draw together glide path, support plinth, roll shaft, lifting jack, level jack, glide path is that four I32a i iron assembly weldings form, glide path welded top steel plate is as the platform of slippage, and face, top three is welded with counter-force baffle plate, and roll shaft adopts six roots of sensation φ 7.0cm round steel, base for supporting adopts five I14 i iron welding resistances to form, and lifting jack is 100KN jack; Level jack is QY10 type jackscrew.
Further, in order to better realize the present invention, when laterally moving beam in described step e, the rotating direction of roll shaft is set to direction across bridge, girder steel is departed from sandbox by the lifting jack moved in girder system system, utilize level jack to hold out against baffle plate, control stick makes jack sinciput, and steel girder segment laterally moves to precalculated position.
Further, in order to better realize the present invention, when longitudinally moving beam in described step e, the rotating direction changing roller bearing is that longitudinally level jack is changed to longitudinal baffle place, longitudinally identical with horizontal beam shifting method.
Further, in order to better realize the present invention, described step e central sill section elevation adjustment adopts sandbox to put sand adjustment.
The present invention compared with prior art, has the following advantages and beneficial effect:
(1) the present invention adopts flexible buttress method to set up the construction technology such as girder steel, large-tonnage girder steel micromatic setting all to have the features such as easy to operate, quick construction.
(2) adopt flexible buttress and girder steel micromatic setting all through sufficient theory calculate with repeatedly verify, make steel girder erection construction safety reliable.
(3) the full-time construction technologies such as can meeting degree of regulation within 2mm that adopts of large-tonnage girder steel section fine setting is easy to construction control and ensures the quality of products.
(4) equipment involved by construction method that the present invention adopts is conventional material and equipment, and general bridge building site all can adopt, and therefore this construction method cost is low, applied range.
Detailed description of the invention
Below in conjunction with embodiment, the present invention is described in further detail, but embodiments of the present invention are not limited thereto.
A kind of concrete-steel Beam Superstructure Construction method, according to the design feature of construction superposed beam, the designing requirements such as size, and the various conditions of job site, adopt following construction process;
Preparation of construction, before unit in charge of construction goes into operation, should according to design document, drawing, execution conditions, programming etc., establishment site operation scheme and implementation Design of Construction Organization, submission are examined.And carefully check drawing.Main girder construction sections divides, the position of suspension centre is determined according to factors such as structural configuration, traffic condition, elevating capacity, construction periods by unit in charge of construction with structure.
A, set up flexible temporary rest pier
Zhong Dun top needs to arrange interim jack, and every Dun Ding arranges four, and the top lift of each jack is 250T, is of a size of Φ 310 × 78mm.
Pier sectional dimension in main line: along bridge to 200 × direction across bridge 160.
Pier sectional dimension in ring road: along bridge to 160 × direction across bridge 200.
B, erection support
Bearing pad stone height is for calculating gained after supposition height of support, and the height of support that should provide according to selected bearing producer determines the height of bearing pad stone, bearing should be kept to add the height of pinner consistent with working drawing.
Adopt stone bolt to be connected between bondbeam bearing with pier top pinner, adopt between bearing and girder steel base plate and be welded to connect.According to the concrete size that bearing producer provides, at Dun Ding relevant position prepared screw-bolt hole.The discontinuous welding of segmentation is carried out in welding, and postwelding carries out rust preventive paint process.
When steel girder erection, between middle pier bearing upper cover plate and girder steel base plate, after need treating that jacking falls after rise, then weld.Bearing carries out the installation of Horizontal Seismic positive stop after installing and terminating.
For convenience of construction, be ± 150mm by the length travel amount of the pot rubber bearing GPZ3.5DXF of P42 Dun Ding.
C, installation built-in fitting
Built-in fitting comprises: Anti-collision railing built-in fitting, beam-ends shrinkage joint built-in fitting, Antivibration block, bridge deck drainage built-in fitting, electric power, communication pipeline built-in fitting, illuminator built-in fitting, traffic surveillance and control system built-in fitting etc.
D, hoisting steel beam
(1) the preparation before lifting
After girder steel beam section is transported to scene, tackles its appearance and size, beam-ends contact surface etc. and check check comprehensively.Because each beam section is variable section structure, divide according to beam section face form and weight, the suspension centre of different beam section is different, therefore should confirm the position of suspension centre before lifting.Before setting up girder steel beam section, the situations such as the elevation of palpus level gauge, total powerstation inspection check temporary rest pier cope and plan-position, and interim base plate center line and the tip position of buttress platform being released beam section of propping up below sandbox, for the first step beam that loop wheel machine is set a roof beam in place.
(2) examination is hung
Beam section lifting employing two 100t crawler cranes lift method in place.Before formal lifting, first carry out examination crane operation, hung by examination and check that whether whole hanging device is safe and reliable, whether safety measure puts in place, whether step is unified, to ensure Hoisting Security for human users.
(3) formally lift
During construction, two pedrail cranes lift above beam section to temporary rest pier, and adjustment contraposition direction vertically slowly falls 5cm above beam to sandbox.According to the beam section base plate that interim buttress has marked and tip position, adjust beam fragment position further with loop wheel machine, adjustment beam fragment position is to being more or less the same in 1cm with design as far as possible, is then placed on sandbox by beam section;
E, fine setting move beam
(1) move girder system system
Move girder system turnkey and draw together glide path, bearing washer, roll shaft, lifting jack and level jack, wherein glide path is that four I32a i iron assembly weldings form, i iron welded top 2cm steel plate is as the platform of slippage, face, top three is welded with counter-force baffle plate, as the strong point of horizontal force during trave lling girder section.Roll shaft adopts six roots of sensation φ 7.0cm round steel; Support pad holder is formed by five I14 i iron welding resistances; Lifting jack adopts 100KN jack; Level jack adopts QY10 type jackscrew;
(2) fine setting moves beam construction method
Fine setting is when moving beam, move girder system system and the support system on temporary rest pier with the use of, move the task that beam System Take beam section obtains temporary up-down and vertical, horizontal displacement.When horizontal and vertical adjustment is changed, beam section is placed on the sandbox of temporary rest pier.Finely tuning the order of moving beam in construction is: first laterally, more longitudinally, finally carry out elevation adjustment;
When laterally moving beam, the rotating direction of roll shaft is set to direction across bridge, for ensureing effective distribution of its stress, when moving beam, support pad holder at least covers five roll shafts.Utilize the lifting jack moved in girder system system that girder steel is regularly departed from sandbox, utilize QY10 type level jack to hold out against baffle plate, manual joystick makes jack sinciput, and steel girder segment, under the effect of horizontal force, produces transverse shifting, until reach design attitude;
Laterally moving after beam completes, the rotating direction changing roller bearing be longitudinal direction, and changes to longitudinal baffle place by very heavy for level, can carry out longitudinal direction and move beam.Other beam shifting methods are identical with laterally moving beam;
The adjustment of beam section elevation adopts sandbox to put sand adjustment, namely before setting a roof beam in place by sandbox pressure test, control sandbox sand loading amount, make it exceed design altitude 2-3cm in the stressed rear guarantee beam section of the frame that falls.When adjusting beam section elevation, according to measurement result, release the fine sand in sandbox slowly, and tracking measurement;
F, beam section are welded
Moved by the fine setting of beam section and elevation adjustment, after meeting design requirement, use the multiple ripe solder technology such as automatic submerged arc welding and CO2 gas shielded arc welding, electroslag welding, adopt multi-head automatic welding device to carry out Site Welding;
Welding sequence: carry out to two ends symmetry in the middle part of bridge, first internal weld seams, rear outside weld seam; First inner diaphragm fillet weld, trailing web, vertical rib butt welding; First web welding, rear frange plate welding., reinforce, postwelding carries out 100% ultrasonic testing/ ultrasonic examination detection to main weld meanwhile.
Two ends are being processed and must welding procedure qualification test carried out in installation process, the monitoring of bridge elevation, levelness, verticality in welding process, will carried out all the time.
G, to fall frame first
All or single width steel girder segment is assembled completes and after being welded into entirety, fall beam first, enables girder steel freely stressed, forms three stride continuous girder construction.When successively drawing sand, sandbox is loosened, stop beam when directly removing motionless with hand, the beam that falls first completes.Be now close contact state at the bottom of sandbox and beam.Reserve whereabouts when sandbox and highly can be less than girder steel free-falling height, when being not enough to make girder steel to fall freely stressed, the lifting jack jacking girder steel moved in beam equipment can being adopted to change sandbox, and again carry out falling frame according to the method described above;
The beam order that falls according to design the camber size that provides according in elder generation across back across order carry out, in order to avoid, single buttress is stressed to be concentrated simultaneously, obtains to camber larger part the way that buttress takes classification to unload to fall.Fall beam time single width four sandboxes often arranging on temporary rest pier should keep synchronous;
H, bridge deck sections are built
(1) template and support
Concrete slab adopts construction with brackets.According to actual conditions, bridge deck falsework structure is divided into two parts, and a part acts on girder steel, and another part acts on ground.Directly can set up support in girder steel and lay template, ground utilizes WDJ bowl-shaped multi-functional scafford after adopting the thick C15 hardening of concrete of 10cm, sets up and forms vertical 120cm × horizontal 90cm × perpendicular 120cm spatial lattice structure support.
(2), after girder steel has been set up with support arm, by design assembling reinforcement, prestressed duct and stretching end ground tackle, and note the installation of the built-in fittings such as embedded ribs reinforcing bar.During reinforcing bar binding, by design pitch colligation, due to WELDING STUDS preformed hole place, to obtain spacing between reinforcing bar and WELDING STUDS less, will adjust in length and breadth and make it not to be located in WELDING STUDS preformed hole, if can not avoid, then adopt mechanical connection manner in bridge deck to bar splice.
(3) concreting and health
Bridge deck concrete is C50 non-shrinkage concrete, requires higher to concrete limited expansion rate, restriction contract with dry rate etc.When C50 non-shrinkage concrete mix, raw-material metering all adopts electronic measurement.Wherein the incorporation of expansion agent experimentally controls.
Single hop bridge deck concrete is generally held order is built according to not building end to building, direction across bridge is then built in the middle of two side direction, namely first build wing plate and build other positions, vibrate employing poker vibrator, plug and pound by quincunx layouting, after bridge deck concrete has been built, receive light and wipe one's face and horizontal wharf's pavement quality.Meanwhile, adopt non-woven geotextile to obtain moistening, guarantee the performance of non-shrinkage concrete.
(4) WELDING STUDS group hole is reserved
On frange plate length direction on girder steel, be provided with the WELDING STUDS group that 20 is a group, group's spacing is 1m.Meanwhile, when building bridge deck Cast-in-Situ Segment concrete, WELDING STUDS group locates the reserved hole being of a size of 43cm × 42cm, after treating that bridge deck stretch-draw mud jacking terminates, fills reserving hole with C65 ungauged regions high-strength mortar.For making hole be shaped accurately, hole template adopts 1.5cm bamboo slab rubber to make, and template is sturdy and durable, can have enough to meet the need and use and be easy to dismounting.Template based on vertical plate, adopt pull and push mode can by tearing open, the gap after model sheetinstallat and between reinforcing bar adopts plastic flooring and adhesive tape, and when preventing concreting, cement paste enters reserving hole.Preformed hole template is removed immediately after concrete initial set.
I, prestressed stretch-draw
Beam section concrete intensity reaches design stretch-draw desired strength and meets requirement in the length of time, and can carry out this beam section prestressed strand stretch-draw, full-bridge prestressed strand all adopts two ends stretch-draw.
During stretch-draw, operate according to tension construction technology, dual control is carried out to the amount of extending and stretching force, and with lateral symmetry stretch-draw.During stretch-draw, actual elongation and theoretic elongation be not more than ± and 6%, the jack of prestressed stretch-draw, pressure fuel pump table supporting calibration and usage according to the rules, exceed supporting demarcation again after useful life;
J, secondary falling beam
Concrete also reaches design strength and after curing time, carries out secondary falling beam, fall beam construction method and fall beam order identical with the beam that falls first, until each temporary rest pier remove stressed.
K, remove flexible temporary rest pier
In the present invention, fine setting moves girder system system employing jack is dynamical system, take under identical load action, the rolling frictional resistance between roll shaft and back timber jack is utilized to be less than the sliding-frictional resistance of back timber jack and girder steel, ensure that back timber jack can move with girder steel simultaneously, reach the object of moving beam.
The above is only preferred embodiment of the present invention, and not do any pro forma restriction to the present invention, every any simple modification, equivalent variations done above embodiment according to technical spirit of the present invention, all falls into protection scope of the present invention.
Claims (7)
1. a concrete-steel Beam Superstructure Construction method, is characterized in that, comprises the following steps:
A, set up flexible temporary rest pier
B, erection support
C, installation built-in fitting
D, hoisting steel beam
Two pedrail cranes lift above beam section to temporary rest pier, make 5cm above hanging beam segment distance sandbox;
E, fine setting move beam
Under moving the cooperation of the support system of girder system system on temporary rest pier, move girder system and to unite first transverse shifting girder steel, then vertically move girder steel, finally adjust elevation;
F, beam section are welded
Multi-head automatic welding device is adopted to carry out Site Welding to beam section;
G, to fall frame first
Girder steel beam section is freely stressed, forms three stride continuous girder construction, unloads the sandbox on temporary rest pier top;
H, bridge deck sections are built
Single hop bridge deck concrete is built to building end according to not building end, and direction across bridge is built in the middle of side direction from two, and vibrate employing poker vibrator, by quincunx layout plug and pound into;
I, prestressed stretch-draw
Prestressed strand adopts two ends stretch-draw;
J, secondary falling beam
K, remove flexible temporary rest pier.
2. a kind of concrete-steel Beam Superstructure Construction method according to claim 1, is characterized in that: arrange jack at Zhong Dun top in described step a.
3. a kind of concrete-steel Beam Superstructure Construction method according to claim 1, it is characterized in that: in described step b, bondbeam bearing adopts stone bolt to be connected with pier top pinner, bearing adopts with girder steel floor and welds.
4. a kind of concrete-steel Beam Superstructure Construction method according to any one of Claims 1-4, it is characterized in that: in described step e, fine setting moves in beam and moves girder system turnkey and draw together glide path, support plinth, roll shaft, lifting jack, level jack, glide path is that four I32a i iron assembly weldings form, glide path welded top steel plate is as the platform of slippage, face, top three is welded with counter-force baffle plate, roll shaft adopts six roots of sensation φ 7.0cm round steel, base for supporting adopts five I14 i iron welding resistances to form, and lifting jack is 100KN jack; Level jack is QY10 type jackscrew.
5. a kind of concrete-steel Beam Superstructure Construction method according to claim 4, it is characterized in that: when laterally moving beam in described step e, the rotating direction of roll shaft is set to direction across bridge, girder steel is departed from sandbox by the lifting jack moved in girder system system, level jack is utilized to hold out against baffle plate, control stick makes jack sinciput, and steel girder segment laterally moves to precalculated position.
6. a kind of concrete-steel Beam Superstructure Construction method according to claim 5, it is characterized in that: when longitudinally moving beam in described step e, the rotating direction changing roller bearing is that longitudinally level jack is changed to longitudinal baffle place, longitudinally identical with horizontal beam shifting method.
7. a kind of concrete-steel Beam Superstructure Construction method according to claim 6, is characterized in that: described step e central sill section elevation adjustment adopts sandbox to put sand adjustment.
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Cited By (4)
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| CN107245950A (en) * | 2017-06-22 | 2017-10-13 | 中铁十五局集团有限公司 | A kind of bridge falls frame structure and the bridge with the structure falls frame method |
| CN107268453A (en) * | 2017-08-18 | 2017-10-20 | 山西太行建设开发有限公司 | The whole Pin double-machine lifting cranes combination roller support installation engineering method of oblique parallel-chord truss |
| CN108547223A (en) * | 2018-03-12 | 2018-09-18 | 中交第二航务工程局有限公司 | The hybrid beam bridge construction method of steel reinforced concrete overlapping |
| CN108708292A (en) * | 2018-05-02 | 2018-10-26 | 中铁大桥局集团有限公司 | A kind of I-shaped steel reinforced concrete combination beam concrete folding constructing device and construction method |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN107245950A (en) * | 2017-06-22 | 2017-10-13 | 中铁十五局集团有限公司 | A kind of bridge falls frame structure and the bridge with the structure falls frame method |
| CN107268453A (en) * | 2017-08-18 | 2017-10-20 | 山西太行建设开发有限公司 | The whole Pin double-machine lifting cranes combination roller support installation engineering method of oblique parallel-chord truss |
| CN107268453B (en) * | 2017-08-18 | 2018-12-25 | 山西太行建设开发有限公司 | The whole Pin double-machine lifting crane combination roller support installation engineering method of oblique parallel-chord truss |
| CN108547223A (en) * | 2018-03-12 | 2018-09-18 | 中交第二航务工程局有限公司 | The hybrid beam bridge construction method of steel reinforced concrete overlapping |
| CN108708292A (en) * | 2018-05-02 | 2018-10-26 | 中铁大桥局集团有限公司 | A kind of I-shaped steel reinforced concrete combination beam concrete folding constructing device and construction method |
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| CN104532746B (en) | 2017-01-25 |
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