CN104532748A - Exceeding thousand tons of linear steel trussed beam floating pushing erecting construction method - Google Patents
Exceeding thousand tons of linear steel trussed beam floating pushing erecting construction method Download PDFInfo
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 188
- 239000010959 steel Substances 0.000 title claims abstract description 188
- 238000010276 construction Methods 0.000 title claims abstract description 39
- 238000007667 floating Methods 0.000 title abstract description 7
- 238000000034 method Methods 0.000 claims abstract description 22
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 12
- 230000009471 action Effects 0.000 claims description 13
- 238000007689 inspection Methods 0.000 claims description 11
- 238000009434 installation Methods 0.000 claims description 10
- 238000005086 pumping Methods 0.000 claims description 9
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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 relates to the technical field of construction, in particular to an exceeding thousand tons of linear steel trussed beam floating pushing erecting construction method. The exceeding thousand tons of linear steel trussed beam floating pushing erecting construction method is characterized in that a steel trussed beam is assembled in advance in an offshore assembling site and then is continuously pushed through a hydraulic jack to enable a cantilever to be appropriate, then one end of the steel trussed beam is arranged on a bearing beam bracket supporting system which is formed by a barge, the barge drains water to lift and support the beam and continuously pushes the steel trussed beam to be advanced, the direction is adjusted in real time until the steel trussed beam is in place, water is injected into the barge, the support is converted, the top is mounded and the beam falls off, and the support is installed. Compared with the prior art, the exceeding thousand tons of linear steel trussed beam floating pushing erecting construction method has the advantages of being simple in equipment, convenient to operate, low in labor intensity, low in cost investment, high in construction efficiency and easy to popularize, not polluting river, not damaging the river bank, being short in construction navigation closing time, small in navigation interference, enabling main procedures such as steel trussed beam assembling and barge supporting to operate in a parallel mode and being beneficial to shortening of the working period.
Description
[technical field]
The present invention relates to technical field of construction, be a kind ofly specifically applicable to navigable river depth of water speed is slow, water level is comparatively stable or construct under the condition of complex geologic conditions super kiloton line steel truss girder and float jacking and push away erection construction method.
[background technology]
In steel truss girder installation process, domestic general employing gantry crane, traveling hang the construction methods such as construction method, crane barge construction method, cantilever-construction, erection by longitudinal pulling method, traversing construction method, cable crane method, large and when crossing over the steel truss girder installation of navigable river for span, according to said method, one is that navigable river is busy, do not allow ship to take for a long time and do not allow to arrange temporary rest pier in river course, therefore said method is not suitable for the construction of environment residing for such bridge.
Danyang City's main bridge of people's bridge is designed to across footpath 104m steel truss girder, the wide 32.9m of bridge floor, adopt the Hua Lunshi triangular web member System Design of band montant, main bridge is divided into left and right two width, and single width weight reaches 1300t, bridge site place Sunan Canal is one of national water transport main channel, be the important component part of Jinghang Canal, waterway planning grade is three grades, and construction period will ensure Navigation in Navigable, main bridge construction technical difficulty is large, and risk is high.
[summary of the invention]
The object of the invention is to ensure construction period Navigation in Navigable, adopt floating holder Incremental Launching Construction Technology, solve the construction difficult problem that large span under this condition gets over kiloton steel truss girder installation in position, effectively shorten the duration, reduce the impact of bridge construction on navigation, ensure that bridge construction safety.
To achieve these goals, a kind of super kiloton line steel truss girder of design floats jacking and pushes away erection construction method, it is characterized in that the method is by complete for spelling in first for steel truss girder spelling place on the coast, utilize hydraulic jack successively incremeantal launching method vertical shift steel truss girder, make its cantilever appropriate, again steel truss girder one end is placed in the bolster bracket support system be made up of barge, barge draining rising, joist, continue pushing tow steel truss girder to advance, real-time adjustment direction is until put in place, barge water filling, conversion supporting, Dun Dingluoliang, erection support, described method comprises the following steps:
1). scaffold putting up platform, described scaffold putting up platform comprises slideway laying, the inspection of steel truss spelling, slide block installation, incremental launching device installation, steel truss spelling divides two limit supports and a medium-height trestle, limit rack platform and medium-height trestle platform adopt steel pipe pile and steel pipe post, steel concrete Extended chemotherapy is established between steel pipe pile and column, adopt equal leg angle to be welded into scissors diagonal brace and horizontal-associate system between steel pipe post, steel pipe pile column top cross and longitudinal H profile steel that arranges respectively are as distribution crossbeam and end slipway beam;
2). barge is marched into the arena and is checked and accepted, described barge march into the arena and check and accept comprise the construction of direction positioning anchor, bolster bracket is set up, inject whole water ballast, the dilatory inspection of barge, bolster bracket steel pipe support, at the hull stiffened panel keel place of barge, steel pipe falsework column is set, direction across bridge steel pipe support arranges many steel pipe posts, vertical bridge arranges steel pipe post to employing 3, and spacing is 360cm, arranges waling stripe and the bridging of single limb equal leg angle between steel pipe; Steel pipe post end then adopts 16b channel-section steel horizon bar, and steel pipe end face direction across bridge arranges shaped steel and distributes crossbeam, and it is settled vertical slipway beam, main steel pipe post periphery arranges steel pipe diagonal brace;
3). after completing steps 1 and 2, steel truss girder spelling platform and bolster bracket as refuting arrange pushing slide, by steel truss girder pushing tow cantilever, stressed slideway when slideway is steel truss girder pushing tow, be arranged on bottom the main truss center line of steel truss girder both sides, pushing slide mechanism is made up of steel truss girder spelling platform buttress top H profile steel, longitudinal Two bors d's oeuveres HN700 × 300 type steel support slipway beam, corrosion resistant plate, MGE self-lubricating plate, pushing tow jack, steel strand and rear anchor beam;
4). equipment installation and adjustment: respectively on steel truss girder spelling platform and bolster bracket as refuting install a pushing tow jack, synchronism master station is placed on steel truss girder spelling vacant lot, after the oil circuit connecting system and circuit, debug, during to ensure formal pushing tow, jack is working properly; Start pumping plant, select manual mode of operation, master station guidance panel controls executive component and stretches cylinder or the action of contracting cylinder, check that whether its action carried out is correct, the detecting element of adjustment stroke checkout gear, make the contact of checkout gear and detect normal;
5). adjustment barge puts in place and bracket absolute altitude;
6). barge draining joist;
7). pushing tow steel truss advances, and starts the vertical shift of pushing tow steel truss girder, in good time adjustment direction, continues pushing tow steel truss girder and advances; Pushing tow steel truss girder puts in place, and now steel truss girder suspended wall is suitable, and barge sails precalculated position into, and draining is risen, bolster bracket joist;
8). barge draining falls beam, pier top steel buttress bolster;
9). withdraw from incremental launching device and barge, open navigation channel;
10). remove scaffold and slideway, the beam that falls, erection support.
Pushing tow steel truss advances and specifically comprises:
1). move back anchor top simultaneously before being connected by oil circuit and retreat anchor top, start pumping plant, front tool clamping piece and rear tool clamping piece are backed down, pressurize simultaneously, by oil circuit off-load, top anchor slab return under the action of the spring, intermediate plate is compressed, check that on the anchor slab of top, whether each steel strand and anchor slab hole align, and ensure that steel strand do not intersect and reverse, finally with manual strainer or each steel strand of miscellaneous equipment pretension simultaneously, make each steel strand tightness basically identical, operate each pumping plant, each lifting jack steel twisted wire of pretension, make each lifting jack steel twisted wire tightness basically identical;
2). steel strand pretension, first motionless to drawing with manually pulling steel strand, be then with manually or automatically to be tightened to pushing tow jack and only stay some radians, then make each pulling force basically identical with sinciput formula single jack pretension steel strand;
3). urging action, first select manual mode, after one by one the piston on forward and backward for pushing tow jack main top being got back to travel switch SQ1, SQ4 position, start manual pushing tow, master station operating personnel press " front jacking " button, and oil pump operating personnel adjust the work pressure limiting of overflow valve, note observing STRESS VARIATION, check each force structure deformation, report immediately if any abnormal, also check oil pump simultaneously, pushing tow top, front and back clamper, pressure meter, whether steel strand are abnormal;
4). after the slippage of manual operation pushing tow system traction truss starts, change without exception on inspection, is converted to automatic operational mode immediately, carries out the automatic continuous jacking of girder.
Compared with the existing technology, its advantage is in the present invention:
1. equipment is simple, and easy to operate, labour intensity is low, and cost drops into low, and efficiency of construction is high, and be easy to promote, polluted river water, does not damage river levee, and the iceound time of constructing is short, little to shipping interference;
2. master operation such as steel truss girder spelling, barge bracket can parallel operations, are conducive to the reduction of erection time;
3. girder steel is in pushing tow process, and front end is by the bolster bearing bracket on barge, and rear end is supported by falsework, takes necessary technical measures can control the top to bottom, left and right, front and rear three-dimensional of barge bolster bracket fulcrum simultaneously, ensures safety and the quality of construction operation;
4. buttress top arranges MGE self-lubricating plate slideway, and pushing tow horizontal force is less, and adopt hydraulic jack incremental launching device successively incremeantal launching method, equipment is light-duty easy, and pushing tow starts and stop to control steadily, and ensure the stable of interim scaffold, construction safety coefficient is high;
5. adopt structural analysis and computation software to set up performance analysis model, setting early warning value, Real-Time Monitoring steel truss girder line style, scaffold displacement in pushing tow process, according to software for calculation analysis result, adjustment pushing tow state in time, ensures that steel truss girder attitude meets the requirements.
[accompanying drawing explanation]
Fig. 1 is flow chart of steps of the present invention;
Fig. 2 is the front view of pushing slide in the present invention;
Fig. 3 is the lateral view of pushing slide in the present invention;
In figure: 1. slipway beam 2.MGE self-lubricating plate+corrosion resistant plate 3. steel pipe column top crossbeam 4. steel pipe column;
[detailed description of the invention]
Below in conjunction with accompanying drawing, the invention will be further described, and the structure of this device and principle are very clearly concerning the people of this specialty.Should be appreciated that specific embodiment described herein only in order to explain the present invention, be not intended to limit the present invention.
As shown in Figure 1, steel girder member bar unit is transported to job site by the present invention after factory process is good, then on the falsework platform on riverbank, spelling is carried out, after having assembled also acceptance(check), jack successively incremeantal launching method device is adopted to carry out pushing tow, by MGE self-lubricating plate and the special carriage of corrosion resistant plate, by steel truss girder to opposite bank jacking, after reaching default cantilever amount, again steel truss girder one end is placed in the bolster bracket support system be made up of barge, barge draining is risen, joist, continue pushing tow steel truss girder to advance, real-time adjustment direction is until put in place, barge water filling, conversion supporting, Dun Dingluoliang, erection support.
Concrete steps comprise:
1). steel truss girder spelling platform construction
Spelling platform divides two limit supports and a medium-height trestle, and limit rack platform adopts φ 600 × 10mm steel pipe pile and φ 478 × 8mm steel pipe post, and medium-height trestle platform adopts φ 600 × 10mm steel pipe pile and φ 478 × 8mm steel pipe post.Establish 400 × 200 × 100cm steel concrete Extended chemotherapy between steel pipe pile and column, between steel pipe post, adopt ∠ 100 × 10mm equal leg angle to be welded into scissors diagonal brace and horizontal-associate system.Steel pipe pile column top cross and longitudinal H profile steel that arranges respectively are as distribution crossbeam and end slipway beam.
2). barge bolster bracket is constructed
Bolster bracket steel pipe support, at the hull stiffened panel keel place of barge, steel pipe falsework column is set, direction across bridge steel pipe support arranges φ 478 × 8mm steel pipe post+2 φ 600 × 10mm steel pipe posts+3 φ 478 × 8mm steel pipe posts+2 φ 600 × 10mm steel pipe post+φ 478 × 8mm steel pipe posts, and its spacing is respectively 200cm and 342.5cm.Vertical bridge arranges steel pipe post to employing 3, and spacing is 360cm.Single limb is set between steel pipe
The waling stripe of ∠ 100 × 10mm equal leg angle and bridging; Steel pipe post end then adopts [16b channel-section steel horizon bar.Steel pipe end face direction across bridge arranges shaped steel and distributes crossbeam, it is settled vertical slipway beam.Main steel pipe post periphery arranges φ 273 × 6mm steel pipe diagonal brace.
3). steel girder member bar unit factory inspection and acceptance and on-the-spot spelling
Steel girder member bar unit is in factory's pretreatment and be transported to job site after processing, carry out spelling at the scene, then the work such as the spelling of steel truss girder, nondestructive testing and application are completed, finally according to design drawing with carry out an acceptance inspection, steel truss spelling mainly adopts 250t crawler crane to carry out lifting spelling on spelling platform, strictly undertaken by design and code requirement, guarantee that spelling quality meets the demands.
4). pushing slide constructs
Steel truss girder spelling platform and bolster bracket as refuting arrange pushing slide, stressed slideway when slideway is steel truss girder pushing tow, be arranged on bottom the main truss center line of steel truss girder both sides, pushing slide mechanism is made up of steel truss girder spelling platform buttress top H profile steel, longitudinal Two bors d's oeuveres HN700 × 300 type steel support slipway beam, corrosion resistant plate, MGE self-lubricating plate, pushing tow jack, steel strand and rear anchor beam, and pushing slide structure is shown in Fig. 2.
Endure strict scrutiny to scaffold and bolster bracket welding position, jack etc. before pushing tow, adopt method of detection to detect to the weld seam of important structure position, incremental launching device, except carrying out no-load running inspection, also will debug the synchronism of each pushing tow facility.
5). equipment installation and debugging
A). each installation pushing tow jack on two platforms of design, synchronism master station is placed on steel truss girder spelling vacant lot;
B). after the oil circuit connecting system and circuit, debug, during to ensure formal pushing tow, jack is working properly, start pumping plant, select manual mode of operation, master station guidance panel controls executive component and stretches cylinder or the action of contracting cylinder, check that whether its action carried out is correct, the detecting element of adjustment stroke checkout gear, make the contact of checkout gear and detect normal, after the manual test-run a machine of system completes, select automatic mode system, the coordination of each jack of check system and synchronism, if do not met design requirement, conscientiously should search reason, fix a breakdown, treat that the action of system is coordinated rear completely and shown that system debug is normally qualified,
C). also should check startup hydraulic power unit before pushing tow, regulate certain pressure, telescopic hydraulic jack master cylinder, whether the oil pipe in inspection A chamber, B chamber connects correct, checks that can stop valve end corresponding oil cylinder;
D). start to try pushing tow after the detection of hydraulic pushing system equipment is errorless.When starting to try pushing tow, hydraulic jack is stretched cylinder pressure and is raised gradually, is followed successively by 20% of required pressure, 40%, when Everything is fine, can continue to be loaded into 60%, 80%, 90%, 95%, 100%, suspend pushing tow operation when steel truss girder has just started have mobile, keep hydraulic pushing device systems pressure, hydraulic jack and device systems, structural system are checked comprehensively, when confirming integrally-built stability and safety is no problem definitely, formal pushing tow could be started.
6). start pushing tow
Terminate at slippage erection of equipment, truss member links fastening and falls frame after slide device, can carry out the thrusting slip construction of trussed bridge.
A). move back anchor top simultaneously before being connected by oil circuit and retreat anchor top, start pumping plant, front tool clamping piece and rear tool clamping piece are backed down, pressurize simultaneously, by oil circuit off-load, top anchor slab return under the action of the spring, intermediate plate is compressed, check that on the anchor slab of top, whether each steel strand and anchor slab hole align, and ensure that steel strand do not intersect and reverse, finally with manual strainer or each steel strand of miscellaneous equipment pretension simultaneously, make each steel strand tightness basically identical, operate each pumping plant, each lifting jack steel twisted wire of pretension, make each lifting jack steel twisted wire tightness basically identical;
B). steel strand pretension, artificial (about 3 ~ 5 people) is first used to pull steel strand motionless to drawing, then be with manually or automatically to be tightened to pushing tow jack and only stay some radians, then make that each pulling force is basically identical with sinciput formula single jack pretension steel strand can (the single pulling force of general control be at 30KN);
C). urging action, first select manual mode, after one by one the piston on forward and backward for pushing tow jack main top being got back to travel switch SQ1, SQ4 position, start manual pushing tow, master station operating personnel press " front jacking " button, and oil pump operating personnel adjust the work pressure limiting of overflow valve, note observing STRESS VARIATION, check each force structure deformation, report immediately if any abnormal, also check oil pump simultaneously, pushing tow top, front and back clamper, pressure meter, whether steel strand are abnormal;
D). after the slippage of manual operation pushing tow system traction truss starts, change without exception on inspection, is converted to automatic operational mode immediately, carries out the automatic continuous jacking of girder.
Because practice of construction operating mode structure stress when pushing tow is complicated and changeable, for reducing uneven horizontal pull to greatest extent, the harm brought interim counter-force support is larger, appropriate control strategy must be taked for this reason, for this engineering take " jacking force control be main, speeds control is auxiliary, load is followed the trail of, balanced controlled " control strategy, with interim counter-force cradle top total pulling force for controlling, the jacking force of pushing tow jack and speed are as controlled quatity, the dual control of realizable force and speed, the uneven horizontal force in falsework top controls at 150kN, the tensile stress of master station is 2MPa.
7). the satisfactory after correcting in pushing tow process
In order to ensure that beam is by design axial sliding movement, correction and guiding work are absolutely necessary, and be very important work, lateral deviation-correcting device applying lateral force just must be adopted to rectify a deviation for effectively solving deflection issues in pushing tow process, this bridge adopts roller devices to rectify a deviation, and correction stress point is located at steel truss girder two ends.
While pushing tow, the off normal of elevation exists too, i.e. trussed bridge bottom flexibility, also must rectify a deviation for this reason, and the main method adopting ship displacement to float jacking liter, general control is rectified a deviation at downwarp about 5cm, forbids that scratching floating jacking pushes away.
8). support removing and a high position fall beam
Steel truss girder pushing tow is to design attitude and be supported in after on temporary rest pier, start to remove pushing slide and lower bracket, start to carry out system transform after dismounting completes namely to fall beam, for ensureing that beam construction is carried out safely smoothly, this bridge selects the hydraulic synchronous control system of technics comparing maturation to carry out the beam construction that falls.
Embodiment 1
Danyang people's bridge, longspan steel truss girder incremental launching construction, Danyang City people bridge bridge site is positioned at Zhongshan Road, Danyang City, cross over Sunan Canal, this canal is the important component part of Jinghang Canal, waterway planning grade is three grades, removes reconstruction, transform by II grade, city major trunk roads standard because old bridge can not meet this navigation class requirement.Danyang City's main bridge of people's bridge is across footpath 104m steel truss girder, the wide 32.9m of bridge floor, adopt the Hua Lunshi triangular web member System Design of band montant, main bridge divides left and right two width, high 10 ~ the 15m of main truss, main truss center to center distance 15.7m, on, lower edge and end brace adopt box section, the wide 500mm in cross section, high 720mm, maximum thickness of slab 50mm, factory welds, building site is spliced at Nodes by high-strength bolt, all the other diagonal web members adopt H type cross section, maximum thickness of slab 40mm, bridge floor is superposed beam, become with bridge hundred plate superposed surfaces above by the girder steel of bottom, bridge deck are by vertical with below of WELDING STUDS, crossbeam connects, single width steel truss girder heavily about 1300t.
Danyang people's bridge adopts the floating jacking method of taking off to construct, and spelling moulding bed and slippage slideway are established in bank, establish barge bolster bracket one place in water, pushing tow order successively by west bank eastwards bank carry out.Steel truss girder carries out spelling to on-the-spot by Automobile Transportation after factory process completes on the spelling moulding bed of west bank.Start after spelling completes to carry out incremental launching construction, withdraw from barge bolster bracket after whole pushing tow puts in place, remove tipping moulding bed and chute system, then adjust linear, through system transform, erection support, construction completes.
Claims (2)
1. a super kiloton line steel truss girder floats jacking and pushes away erection construction method, it is characterized in that the method is by complete for spelling in first for steel truss girder spelling place on the coast, utilize hydraulic jack successively incremeantal launching method vertical shift steel truss girder, make its cantilever appropriate, again steel truss girder one end is placed in the bolster bracket support system be made up of barge, barge draining rising, joist, continue pushing tow steel truss girder to advance, real-time adjustment direction is until put in place, barge water filling, conversion supporting, Dun Dingluoliang, erection support, described method comprises the following steps:
1). scaffold putting up platform, described scaffold putting up platform comprises slideway laying, the inspection of steel truss spelling, slide block installation, incremental launching device installation, steel truss spelling divides two limit supports and a medium-height trestle, limit rack platform and medium-height trestle platform adopt steel pipe pile and steel pipe post, steel concrete Extended chemotherapy is established between steel pipe pile and column, adopt equal leg angle to be welded into scissors diagonal brace and horizontal-associate system between steel pipe post, steel pipe pile column top cross and longitudinal H profile steel that arranges respectively are as distribution crossbeam and end slipway beam;
2). barge is marched into the arena and is checked and accepted, described barge march into the arena and check and accept comprise the construction of direction positioning anchor, bolster bracket is set up, inject whole water ballast, the dilatory inspection of barge, bolster bracket steel pipe support, at the hull stiffened panel keel place of barge, steel pipe falsework column is set, direction across bridge steel pipe support arranges many steel pipe posts, vertical bridge arranges steel pipe post to employing 3, and spacing is 360cm, arranges waling stripe and the bridging of single limb equal leg angle between steel pipe; Steel pipe post end then adopts 16b channel-section steel horizon bar, and steel pipe end face direction across bridge arranges shaped steel and distributes crossbeam, and it is settled vertical slipway beam, main steel pipe post periphery arranges steel pipe diagonal brace;
3). after completing steps 1 and 2, steel truss girder spelling platform and bolster bracket as refuting arrange pushing slide, by steel truss girder pushing tow cantilever, stressed slideway when slideway is steel truss girder pushing tow, be arranged on bottom the main truss center line of steel truss girder both sides, pushing slide mechanism is made up of steel truss girder spelling platform buttress top H profile steel, longitudinal Two bors d's oeuveres HN700 × 300 type steel support slipway beam, corrosion resistant plate, MGE self-lubricating plate, pushing tow jack, steel strand and rear anchor beam;
4). equipment installation and adjustment: respectively on steel truss girder spelling platform and bolster bracket as refuting install a pushing tow jack, synchronism master station is placed on steel truss girder spelling vacant lot, after the oil circuit connecting system and circuit, debug, during to ensure formal pushing tow, jack is working properly; Start pumping plant, select manual mode of operation, master station guidance panel controls executive component and stretches cylinder or the action of contracting cylinder, check that whether its action carried out is correct, the detecting element of adjustment stroke checkout gear, make the contact of checkout gear and detect normal;
5). adjustment barge puts in place and bracket absolute altitude;
6). barge draining joist;
7). pushing tow steel truss advances, and starts the vertical shift of pushing tow steel truss girder, in good time adjustment direction, continues pushing tow steel truss girder and advances; Pushing tow steel truss girder puts in place, and now steel truss girder suspended wall is suitable, and barge sails precalculated position into, and draining is risen, bolster bracket joist;
8). barge draining falls beam, pier top steel buttress bolster;
9). withdraw from incremental launching device and barge, open navigation channel;
10). remove scaffold and slideway, the beam that falls, erection support.
2. a kind of super kiloton line steel truss girder as claimed in claim 1 floats jacking and pushes away erection construction method, it is characterized in that pushing tow steel truss advances and specifically comprises:
1). move back anchor top simultaneously before being connected by oil circuit and retreat anchor top, start pumping plant, front tool clamping piece and rear tool clamping piece are backed down, pressurize simultaneously, by oil circuit off-load, top anchor slab return under the action of the spring, intermediate plate is compressed, check that on the anchor slab of top, whether each steel strand and anchor slab hole align, and ensure that steel strand do not intersect and reverse, finally with manual strainer or each steel strand of miscellaneous equipment pretension simultaneously, make each steel strand tightness basically identical, operate each pumping plant, each lifting jack steel twisted wire of pretension, make each lifting jack steel twisted wire tightness basically identical;
2). steel strand pretension, first motionless to drawing with manually pulling steel strand, be then with manually or automatically to be tightened to pushing tow jack and only stay some radians, then make each pulling force basically identical with sinciput formula single jack pretension steel strand;
3). urging action, first select manual mode, after one by one the piston on forward and backward for pushing tow jack main top being got back to travel switch SQ1, SQ4 position, start manual pushing tow, master station operating personnel press " front jacking " button, and oil pump operating personnel adjust the work pressure limiting of overflow valve, note observing STRESS VARIATION, check each force structure deformation, report immediately if any abnormal, also check oil pump simultaneously, pushing tow top, front and back clamper, pressure meter, whether steel strand are abnormal;
4). after the slippage of manual operation pushing tow system traction truss starts, change without exception on inspection, is converted to automatic operational mode immediately, carries out the automatic continuous jacking of girder.
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| CN201410777870.XA CN104532748B (en) | 2014-12-15 | 2014-12-15 | The floating jacking of a kind of super kiloton steel truss girder pushes away erection construction method |
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| CN105544412A (en) * | 2016-02-01 | 2016-05-04 | 中铁四局集团钢结构有限公司 | Incremental launching construction method for three-main-truss rigid suspension cable stiffening continuous steel truss girder with stiffening chord |
| CN106087771A (en) * | 2016-08-17 | 2016-11-09 | 中铁二十局集团第工程有限公司 | Large span bias Recumbent steel box tied arch bridge Buoys arrangement construction technology |
| CN106120565A (en) * | 2016-08-17 | 2016-11-16 | 中铁二十局集团第工程有限公司 | Large span bias Recumbent steel box tied arch bridge Buoys arrangement construction system |
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| CN107905117A (en) * | 2017-12-21 | 2018-04-13 | 中国铁建大桥工程局集团有限公司 | Suitable for high-block bridge degree steel truss girder bridge push construction method |
| CN111424526A (en) * | 2020-03-04 | 2020-07-17 | 广西翔路建设有限责任公司 | Hydraulic supporting system for corrugated steel web box girder bridge |
| CN112030776A (en) * | 2020-08-25 | 2020-12-04 | 中铁大桥局第七工程有限公司 | Bridge floating-towing erection method |
| CN113699894A (en) * | 2021-09-27 | 2021-11-26 | 中国能源建设集团安徽电力建设第一工程有限公司 | Construction method of complicated navigation water area widening and height changing steel box girder support system |
| CN114457681A (en) * | 2021-12-27 | 2022-05-10 | 江苏沪宁钢机股份有限公司 | A sliding float-over device for bridge engineering and its working method |
| CN114790696A (en) * | 2022-04-27 | 2022-07-26 | 中铁重工有限公司 | Construction method for erecting and falling curved steel box girder |
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| CN105544412A (en) * | 2016-02-01 | 2016-05-04 | 中铁四局集团钢结构有限公司 | Incremental launching construction method for three-main-truss rigid suspension cable stiffening continuous steel truss girder with stiffening chord |
| CN105544412B (en) * | 2016-02-01 | 2017-04-19 | 中铁四局集团钢结构有限公司 | Incremental launching construction method for three-main-truss rigid suspension cable stiffening continuous steel truss girder with stiffening chord |
| CN106087771B (en) * | 2016-08-17 | 2018-04-03 | 中铁二十局集团第一工程有限公司 | Large span bias Recumbent steel box tied arch bridge Buoys arrangement construction technology |
| CN106120565B (en) * | 2016-08-17 | 2018-06-05 | 中铁二十局集团第一工程有限公司 | Large span bias Recumbent steel box tied arch bridge Buoys arrangement construction system |
| CN106120565A (en) * | 2016-08-17 | 2016-11-16 | 中铁二十局集团第工程有限公司 | Large span bias Recumbent steel box tied arch bridge Buoys arrangement construction system |
| CN106120567A (en) * | 2016-08-17 | 2016-11-16 | 中铁二十局集团有限公司 | Large span bias Recumbent steel box tied arch bridge float-dragging construction method |
| CN106087771A (en) * | 2016-08-17 | 2016-11-09 | 中铁二十局集团第工程有限公司 | Large span bias Recumbent steel box tied arch bridge Buoys arrangement construction technology |
| CN106120567B (en) * | 2016-08-17 | 2018-04-03 | 中铁二十局集团有限公司 | Large span bias Recumbent steel box tied arch bridge float-dragging construction method |
| CN107130524A (en) * | 2017-06-14 | 2017-09-05 | 中铁二十二局集团第四工程有限公司 | Steel case arch bridge faces across pre-splicing rear anchor pushing tow system and method |
| CN107905117A (en) * | 2017-12-21 | 2018-04-13 | 中国铁建大桥工程局集团有限公司 | Suitable for high-block bridge degree steel truss girder bridge push construction method |
| CN111424526A (en) * | 2020-03-04 | 2020-07-17 | 广西翔路建设有限责任公司 | Hydraulic supporting system for corrugated steel web box girder bridge |
| CN111424526B (en) * | 2020-03-04 | 2021-07-06 | 广西北投公路建设投资集团有限公司 | Hydraulic supporting system for corrugated steel web box girder bridge |
| CN112030776A (en) * | 2020-08-25 | 2020-12-04 | 中铁大桥局第七工程有限公司 | Bridge floating-towing erection method |
| CN113699894A (en) * | 2021-09-27 | 2021-11-26 | 中国能源建设集团安徽电力建设第一工程有限公司 | Construction method of complicated navigation water area widening and height changing steel box girder support system |
| CN114457681A (en) * | 2021-12-27 | 2022-05-10 | 江苏沪宁钢机股份有限公司 | A sliding float-over device for bridge engineering and its working method |
| CN114790696A (en) * | 2022-04-27 | 2022-07-26 | 中铁重工有限公司 | Construction method for erecting and falling curved steel box girder |
| CN114790696B (en) * | 2022-04-27 | 2023-10-27 | 中铁重工有限公司 | Construction method for erecting and falling curved steel box girder |
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Address after: No.278, JIANGCHANG Third Road, Zhabei District, Shanghai 200436 Patentee after: SHANGHAI CIVIL ENGINEERING Co.,Ltd. OF CREC Patentee after: China Railway Municipal Environmental Construction Co.,Ltd. Address before: No.278, JIANGCHANG Third Road, Zhabei District, Shanghai 200436 Patentee before: SHANGHAI CIVIL ENGINEERING Co.,Ltd. OF CREC Patentee before: China Railway Shanghai Engineering Bureau Group Municipal Engineering Co.,Ltd. |
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