CN106284079A - A kind of bridge break post replace classification synchronize integral jacking construction method - Google Patents
A kind of bridge break post replace classification synchronize integral jacking construction method Download PDFInfo
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- CN106284079A CN106284079A CN201610641356.2A CN201610641356A CN106284079A CN 106284079 A CN106284079 A CN 106284079A CN 201610641356 A CN201610641356 A CN 201610641356A CN 106284079 A CN106284079 A CN 106284079A
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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
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Abstract
The invention discloses a kind of bridge break post replace classification synchronize integral jacking construction method, the key technology of the present invention is to use multiple safety supports, position limiting structure；Multi-faceted synchronization monitoring, monitoring means；Multiple safety locking motion；High-accuracy electronics calculates update the system automatically, and overall process, omnibearing synchronous collaboration complete integral jacking.Use full-automatic 180 high accuracy of domestic advanced person simultaneously, the PLC hydraulic synchronization lifting control system operation of big stroke, synchronous control accuracy reaches ± 2 millimeters, PLC hydraulic synchronization controls to be configured with hydraulic lock and mechanical lock double insurance device, and measurement and the monitoring system in each parts key position installation settings precision, overall process, done with high accuracy is to top lifting height and the Synchronization Control of displacement, can be efficient, securely achieve high headroom, large area, heavy weight bridge Integral synchronous lifting operation, also can be as bridge jacking, pushing tow, the construction of correction is used for reference, there is good society and economic worth.
Description
Technical field
The present invention relates to technical field of building construction, be specifically related to the construction method of a kind of bridge Integral synchronous jacking.
Background technology
The needs quickly increased due to China's reform and opening-up and economy, last century, the nineties middle and late stage started on a large scale
Infrastructure construction, most road and bridges were built this period, based on designing technique at that time, construction operation technology, executed
Construction equipment, vehicle flowrate, the impact of urban development planning and the dynamics of investment of limitation, especially urban construction, Bridge Design grade,
Linear and circuit Longitudinal Slope Design is the most on the low side.
But along with the enhancing of China's overall national strength, world multi-polarization and economic globalization, culture variation, social informatization
Deep development, Highway Cause either construction scale or construction criteria have a large span, unconventional development, due to
Old bridge capacity reduction, bridge settlement, the swift and violent growth of the volume of traffic, navigation grade raising, the raising of underway grade, road
Line transformation etc. causes under-clearance not enough, and bridge uses function just can not meet requirement.If simply because be linearly unsatisfactory for, under bridge
Headroom is unsatisfactory for requiring just to remove reconstruction, can cause huge waste.In order to meet urban road Fast Construction, quickly be open to traffic,
Avoiding congestion in road, reduce overlapping investment, bridge jacking technology is also arisen at the historic moment.
Summary of the invention
It is an object of the invention to provide a kind of bridge break post replace classification synchronize integral jacking construction method, this construction
Method solves bridge beam body entirety top, fall during a synchronization displacement difficult problem, the integral jacking of bridge is served key
Effect.
For achieving the above object, the present invention provide a kind of bridge break post replace classification synchronize integral jacking construction method,
It is characterized in that, construction method includes:
(1), prepare before construction；
(2), traffic close, the traffic around enclosed bridge；
(3), the counter-force foundation construction of lifting-up support；
(4), jacking support system installs and stopping means is installed, and jacking support system is used for supporting jack-up system, spacing
Device is used for preventing bridge lateral and length travel；
(5), jacking control system and monitoring system install, jacking control system includes PLC jack-up system, PLC jacking system
System includes that first group of jack, second group of jack and displacement transducer, first group of jack and second group of jack are positioned at top
Rise between support system and bridge coping；
(6), the pier stud of bridge is blocked；
(7), alternately classification Integral synchronous jacking, including a, examination jacking, b, drive first group of jack synchronization of jacking up bridge
Beam, adds pading plate during jacking below the hydraulic cylinder of jack, uses the jacking of displacement sensor bridge simultaneously
Highly, after one stroke of bridge jacking, take out steel plate and below the hydraulic cylinder of second group of jack pad set bracing members cushion block, make
The top of the hydraulic cylinder of second group of jack flushes with the top of the hydraulic cylinder of first group of jack；C, drive second group of jack
Jacking bridge, one stroke of bridge jacking, and control first group of jack receipts cylinder, at the lower section pad of first group of jack hydraulic cylinder
If bracing members cushion block, the top of hydraulic cylinder of first group of jack is made to flush with the top of the hydraulic cylinder of second group of jack；d、
Repeat step b and step c until jacking is to the top lifting height designed；
(8), pier stud is increased；
(9), dismounting all devices.
Preferably, the counter-force basis in step (3) is various ways, and abutment position uses cushion cap to expand concrete foundation work
Put forth effort basis for lattice steel pipe, use pre-buried ring flange to bolt with lattice steel pipe column；Pier column height smaller part lattice steel
Tubing string uses cast-in-place pillar concrete foundation；Pier column height larger part directly uses lower wing shape steel hoop as counter-force base
Plinth.
Preferably, in step (4), jacking support system includes that wing shape steel hoop support system, wing shape steel hoop are passed
Structure steel pipe column combined support system and lattice steel tubing string bar shaped support system.
Preferably, in step (4), in dish wing steel hoop support system, steel hoop uses 36 groups of high-strength bolt fastenings, sets altogether
Counting 4 wings to install 2 groups of synchronous jack, supporting the main steel plate a plurality of strength rib of welding up and down and ensureing its bearing capacity, lower steel
Anchor ear wing billet installed above, billet is installed again and reinforces brace steel post, installs jacking above steel column after fulcrum steel plate
Device, it lays billet and is supported in steel hoop formation stress system.
Preferably, step (4) is wing by Force system in wing shape steel hoop and lattice steel pipe column combined support system
Shape steel hoop, uses 3 Φ 609 pipe stiffener steel pipes to be formed stable by channel-section steel stull and diagonal brace welding below single wing
Grid-system is as by Force system, and each component contact position is respectively mounted billet.
Preferably, lattice steel tubing string bar shaped support system in step (4), lower stress system uses many group Φ 609 steel pipe lattice
Structure system, jack-up system installed above, jack-up system 60# installed above puts more energy into I-steel crossbeam, and each component contact position is all pacified
Steel loading backing plate.
Preferably, step (4) is installed longitudinal limiting device, first by beam-ends head amputation 2cm after bridge floor cuts, and
Installing longitudinal spacing pull bar (using the pre-stretch-draw of prestressing force) between two bridge, during reducing jacking, beam body floor projection increases
Amount, stopping means uses high-strength bolt to be installed on design top surface of the beam position, and both sides spacing hole steel strand also uses punching jack
Anchoring.
Preferably, in step (4), horizontal limit devices includes that concrete foundation, the spacing main body of steel pipe lattice, beam-ends are spacing
Draw-in groove, steel pipe top steel strand wires stop and steel strand wires, the spacing main body of steel pipe lattice is positioned at bent cap both sides, and exists with high-strength bolt
Bent cap side is installed spacing draw-in groove and is blocked steel pipe supervisor, and the upper welded limiting device of steel pipe supervisor, both sides stop steel strand is with thousand
The anchoring of jin top, forms cross spacing system.
Preferably, in step (5) jacking control system mainly by oil pump, overflow valve, reversal valve, Pressure gauge, branching block, height
Pressure flexible pipe, control valve group, hydraulic control one-way valve, jacking cylinder, jack, pressure transducer, displacement transducer, holding wire, display,
Controller, power supply box, sub-control box, self-locking device and warning devices composition, can be automatically finished synchronous shift, it is achieved power and position
Move control, the several functions such as operation locking, process show, fault alarm.
Preferably, in step (5), jacking control system uses monomer 600T, the jack of maximum 300mm stroke to amount to 180
Platform, often place's abutment arranges that 8 jack set 16 altogether；Squat pier every bent cap arranges that 16 jack lay 128 altogether；High pier is every
Root bent cap arranges that 18 jack lay 36 altogether；Amount to 180, jack, be divided into two groups of alternately synchronizations of jacking up, jacking
Time according to jacking stroke, until the position that design requires.
Preferably, in step (5), jacking control system is along with the increase of top lifting height, and eccentric compression occurs in jack, side
Method uses following measures to ensure jack Vertical Compression: 1. jack self carries out 3 °～5 ° of tilt adjustment, and 2. abutment position increases
If spherical hinge, 3. synchronous shift during bridge pier jacking, 4. jack uses along bridge to bar with reaction frame and distribution beam mounting flange
Shape hole, it is ensured that slip, can carry out trace regulation.
Preferably, for ensureing that the overall gesture stability of bridge exists during in step (5), monitoring system refers to bridge jacking
The technical monitoring carried out in the set goal state, and to various issuable unexpected adverse effects in work progress
Safety monitoring, is a dynamic process, and along with the lifting of beam, the vertically and horizontally deviation etc. of beam can occur large change, the supporting of beam
Beam stress state will be changed by the change relatively of point.A whole set of monitoring system is set for this, and to set necessity
Early warning value and ultimate value, in order to attitude data is fed back to construction loading process, more effectively ensure jack-up construction quality and execute
Work safety.Monitor including floor elevation；Soffit absolute altitude monitoring；Beam vertically and horizontally displacement observation；Beam body stress；The prison of support system
Survey；Weather monitoring.
Preferably, in step (5), floor elevation monitoring lays 48 hydrostatic levels at bridge floor, is allowed to and benchmark monitor
Communicate, as the datum mark of hydrostatic level monitoring, and be connected with many coal bodies network monitoring system and tele-control system and carry out
Full automatic data monitoring and calculating.
Preferably, in step (5), absolute altitude monitoring in soffit is to more precisely detect jacking absolute altitude, at each beam of bridge
The upstream and downstream of support position respectively arranges a stay-supported sensor, totally 24 measuring points, uses total powerstation and stay-supported sensor, with
Track measures jacking precise height, provides foundation for lifting operation, it is possible to carries out supplementing to floor elevation test and checks.
Preferably, the vertically and horizontally displacement observation of step (5) central sill, arrange 14 monitoring points in beam body side altogether, use full station
Instrument is tracked monitoring in the jacking full stage, utilizes coordinate method to calculate the vertically and horizontally displacement of beam, by indulging jacking process central sill
The monitoring of transverse horizontal displacement, it is ensured that the horizontal displacement deviation of beam is in controlled range.
Preferably, step (5) central sill body stress is monitored, and is i.e. selecting at bearing and spaning middle section laying type vibration wire stress
Meter, beam body spaning middle section, each cross section 12 longitudinal strain measuring points of layout, two transverse strain measuring points, altogether 13 cross sections,
156 measuring points, monitor in real time to vibratory stress gauge.By to beam body stress monitor, beam body can be grasped in jacking
The uneven stress of the strong point in journey, to control jacking attitude.
Preferably, step (5) central sill support system is monitored, and lays vibratory string at 4 for the support system at the bottom of each jack
Formula stressometer, by monitoring, stress and the deformation that can grasp support system in time take measures to control support system in time
Deflection, make construction carry out in the environment of safely controllable.Vibratory stress gauge can be used to be tracked monitoring, and assist
Appearance deformation detects, and grasps the duty of strutting system timely and accurately.
Preferably, weather monitoring in step (5), owing to girder is during jacking, it is in the free state of motion, level
The constraint in direction is only by the frictional resistance at jacking.Whether sidesway or inclination can occur in beam wind effect, need wind-force is carried out
Monitoring in real time.Bridge floor is arranged intelligence Pressure testing instrument, lifting operation overall process is carried out Pressure testing, calculate according to blast
Formula, converses bridge lateral wind force value, effectively instructs jack-up construction operation.
Preferably, in step (6), pier stud cutting uses diamond chain saw cutting technique, i.e. diamond rope is at hydraulic motor
Grinding pier stud around facet high-speed motion under driving, complete to cut work, pier stud can be cut under the most undisturbed state
Separating, the diamond rope of cutting process high speed operating is by water cooling, and is taken away by grinding chip, is arranged by jacking impetus
In bent cap bottom surface, raising bridge floor by jacking bent cap, jacking connects high pier shaft after completing again.
Preferably, in step (7), 0#～4# pier notch cuttype classification synchronization of jacking up program is: 1.: 4#, 3#, 2#, 1#, 0# pier
Synchronization carries out 4 circulations jacking (25+25+25+15.2cm), completes 4# pier top liter, and 4# pier jack-up system exits jacking work.
2.: 3#, 2#, 1#, 0# pier synchronizes to carry out 5 jackings circulation (25+25+25+25+10.8cm), completes 3# pier top liter, 3# pier top liter
System exits jacking work.3.: 2#, 1#, 0# pier synchronizes to carry out 6 jackings circulation (25+25+25+25+25+20.6cm), completes
2# pier top liter, 2# pier jack-up system exits jacking work.4.: 1#, 0# pier synchronizes to carry out 7 jacking circulation (25+25+25+25+
25+25+6.6cm), completing 1# pier top liter, 1# pier jack-up system exits jacking work.5.: 0# pier is synchronized to carry out 7 jackings and follows
Ring (25+25+25+25+25+25+16.8cm), completes 0# pier top liter, completes full-bridge jacking.
Preferably, in step (7) during jacking, due to access bridge girder, need to adjust longitudinal gradient, top lifting height higher, because of
This, beam body security and stability and the balance of beam body during jacking have just become a problem that must assure that, otherwise can
Cause beam body planar distortion, cause unstability and the cracking of beam body, cause the permanent damage of structure.Construction method is by using specially
The PLC control system of industry, it has automatic compensation function, this device synchroballistic jack, uses PLC to control hydraulic synchronization system
System is a kind of power and displacement with dual control system, and synchronization accuracy is ± 2.0mm, plays the effect of bit shift compensation, supervises whole shifting beam
Whether process beam body is in 3 poised states, and maintains 3 poised states, thus can well ensure to push up act process
Synchronicity, it is ensured that the safety of structure.
Bridge of the present invention break post alternately classification synchronize integral jacking construction method have the advantage that
The operation principle of " disconnected post classification synchronization of jacking up " is that jacking impetus is arranged on bent cap bottom surface, is initially switched off pier stud,
Raising bridge floor by jacking bent cap, jacking connects high pier shaft after completing again.Classification synchronization of jacking up is as entirety using access bridge, will top
Rise is divided into multistage stroke, and each jack is all according to identical formation synchronous parallel jacking.During jacking, jacking is high
The one of degree minimum is across rotating around rotary shaft, until jacking puts in place, and other synchronization of jacking up that collapses simultaneously；After being cross over position when one, then with just
Jacking put in place across bent cap center be rotary shaft, next across rotate jacking put in place, other synchronization of jacking up simultaneously；By that analogy.Directly
Put in place to last across jacking.
" alternately classification synchronization of jacking up " operation principle is to use PLC hydraulic synchronization to replace jacking.Alternately jacking is every
Two groups of jack that can actively apply top lift are installed at the layout of individual support summit, and are controlled hydraulic power unit driving two by control station
Group jack carries out alternately and repeatedly jacking, and every 25cm is as a stroke.In implementation process, first by first group of jack jacking one
Individual stroke, gradually adds pading plate during jacking simultaneously, in case beam body is fallen suddenly when jack lost efficacy.One stroke completes
After, controlling hydraulic power unit by control station and drive second group of jack, cylinder received by first group of jack simultaneously, and at its piston underlay
If the steel cushion block of corresponding height supports.Repeat above step, until completing whole jacking process.All jack pass through PLC liquid
Pressure synchronous control system is controlled jacking speed and stroke, and synchronous control accuracy reaches ± 2 millimeters.
" Integral synchronous jacking " operation principle is to use infrared ambulator and laser on the basis of original bridge jacking
Sensor observation monitoring change in displacement, and utilize the change of magnetic flux to carry out Non-Destructive Testing, by modern advanced optical fiber and numeral
Monitoring transmission, hydraulic pressure drive control system, computer model treatment technology are integrated, and by mechanical equipment system and traditional bridge structure
Analyze and maintenance technology be to combination, solve bridge beam body entirety top, fall during a shifted synchronous difficult problem, the entirety to bridge
Jacking serves critical effect.
Accompanying drawing explanation
Fig. 1 is the schematic flow sheet of a kind of detailed description of the invention of construction method of the present invention；
Fig. 2 is the structural representation of wing shape a kind of detailed description of the invention of anchor ear support system of the present invention；
Fig. 3 is wing shape anchor ear of the present invention and the structure of lattice steel pipe post a kind of detailed description of the invention of combined support system
Schematic diagram；
Fig. 4 is the structural representation of lattice steel pile tube a kind of detailed description of the invention of bar shaped support system of the present invention；
Fig. 5 is the structural representation of a kind of detailed description of the invention of longitudinal limiting device of the present invention；
Fig. 6 is the structural representation of a kind of detailed description of the invention of horizontal limit devices of the present invention；
Fig. 7 is the structural representation of a kind of detailed description of the invention of hydrostatic level of the present invention；
Fig. 8 is the layout schematic diagram of a kind of detailed description of the invention of floor elevation monitoring stations of the present invention；
Fig. 9 is the layout schematic diagram of a kind of detailed description of the invention of bottom elevation monitoring stations of the present invention；
Figure 10 is the layout schematic diagram of box beam of the present invention vertically and horizontally displacement observation a kind of detailed description of the invention of point；
Figure 11 is the layout schematic diagram of beam body stress monitoring a kind of detailed description of the invention of point of the present invention.
In Fig. 2: 101. times wing shape steel hoop 102. connects 103. times billet 104. hydraulic jack of high steel pipe post
Wing shape steel hoop 107. column 108. bent cap 109. vibratory stress gauge on billet 106. in liter system 105.；
In Fig. 3: 201. Φ 609 steel pipe column 202. channel-section steel stulls and 203. times pading plate 204. hydraulic jacks of diagonal brace
Wing shape steel hoop 207. column 208. bent cap 209. type vibration wire stress on a pading plate 206. on jack-up system 205.
Meter；
In Fig. 4: 301. Φ 609 steel pipe column 302. channel-section steel stulls and 303. times pading plate 304. hydraulic jacks of diagonal brace
I-steel transverse distribution beam 307. vibratory stress gauge on a pading plate 306. on jack-up system 305.；
In Fig. 5: 401. beam slab 402. expansion joint 403. stopper slot 404. anchor bolt 405. jack 406. in advance should
Power steel strand wires；
In Fig. 6: 501. beam slab 502. concrete foundation 503. Φ 609 steel pipe column 504. channel-section steel stull and diagonal braces 505.
Bent cap spacing draw-in groove 506. cross spacing device 507. jack 508. prestress wire 509. bent cap；
In Fig. 7: 1, liquid level sensor 2. protective cover 3. nut 4. bolt 5. fluid cylinder 6. floating drum 7. foundation bolt 8.
Gas-tpe fitting 9. liquid pipe connection 10. trachea 11. liquid pipe 12. anti-icing fluid 13. wire 14.PVC wired hose 15. trachea blocks up
16. liquid pipe plugs；
In Fig. 8: 601, beam slab 602. bent cap 603. hydrostatic level layout points；
In Fig. 9: 701, beam slab 702. bent cap 703. column 704. stay wire sensor；
In Figure 10: 801, beam slab 802. bent cap 803. monitoring points of displacement；
In Figure 11: 901. beam slab 902. bridge substructure 903. vibratory stress gauges.
Detailed description of the invention
Detailed description below is used for illustrating the present invention, but is not limited to the scope of the present invention.
In the present invention, " bigger " refers to that, more than 50%, " less " refers to less than 50%.
The detailed description of the invention of the construction method of the present invention is as follows:
1, prepare before construction
Prepare before construction to refer to by equipment, material, personnel and the data etc. of construction on deck, generally can include as follows
Usual procedure: measurement is checked, data compilation, technique preparation, monitoring device prepare, jack-up system prepares, component and fitting processing prepares,
Construction machinery prepares, transport prepares, construction material prepares, safety devices prepare.
2, traffic is closed
Traffic is closed for the sake of being in order at safety, prevents from, during bridge construction, vehicle accident occurs, generally comprises the most common arranging
Execute: contact Competent Authorities of Transport and Communications carries out traffic closing, safe enclosing, safety sign board arranges installation, security protection is implemented to arrange.
3, counter-force foundation construction
Counter-force basis refers to prevent from producing built on the sand bottom lifting-up support subsiding or offseting, common lifting-up support
Counter-force basis can use following Three models:
1), bar shaped Extended chemotherapy
As a example by the Xin Bei viaduct of Chengdu, 0#, 22# abutment, the left width of 1#, 2#, 21# pier without cushion cap pier at, first carry out
Foundation bearing capacity raising processes, then pours bar shaped Extended chemotherapy, pre-buried bracing frame ground glue bolt.
2), increasing section cushion cap foundation
Original cushion cap excavation, surface dabbing, bar planting, assembling reinforcement, pre-embedded anchoring bolts, concreting, with former cushion cap
Shape all-in-one-piece expands cushion cap counter-force basis.For the right width of 1#, 2#, 21# pier.
3), butterfly steel hoop
At the round pier stud that cushion cap end face above pier stud height is bigger, block position at pier stud and steel hoop, jacking are installed up and down
Stand steel pipe is arranged on steel hoop, uses the frictional resistance of upper and lower steel hoop to undertake jacking weight.
4, support system, stopping means are installed
Support system is for supporting lifting-up support and the pier stud after blocking, common for bracing members bracket system and pier stud butterfly
Shape steel hoop support system.
1), bracing members bracket system may include that pre-buried base, supporting steel pipe, temporary cushion block, level connection joint tie-rod, top
Portion supports distribution beam.Steel pipe support uses triangular lattice steel pipe column, and for strengthening its stability, upper and lower two joint steel pipes pass through shaped steel
Lateral Flange joint, whole supporting steel pipe and stablize steel pipe and form lattice, additionally the design high standard of 25cm by shaped steel lateral
Steel pad is supported increasing of system.
2), pier stud butterfly steel hoop support system
Pier stud butterfly steel hoop is divided into upper and lower two kinds, lower steel hoop be equivalent to counter-force basis, upper steel hoop at the bottom of bent cap with
Pier stud junction, steel hoop uses steel pipe to form steel construction with Plate Welding, and anchor ear two halves interannular uses high-strength bolt to connect, and embraces
Arranging four steel corbels outside hoop iron pipe, bracket base plate is connected with jack base by bolt.
Stopping means is installed and is used for preventing during bridge jacking offseting, and common mainly includes that longitudinal limiting device is installed
Install with horizontal limit devices.
1), longitudinal limiting device is installed
Along with the jacking of bridge, bridge projection is elongated, needs to ensure the width at position, expansion joint, ensures that bridge can not nothing simultaneously
The length travel limited, installs push-pull device at fixed in expansion joint position.I.e. at girder span end per pass expansion joint setting many groups longitudinal spacing
System, per pass caging system is made up of stretch-draw seat board, steel strand wires, food-through tension jack, oil pump etc., is first cut by bridge floor
After, cm is filled in beam-ends head amputation 2, interspaces in advance, and synchronous tension longitudinal spacing jack during jacking, to control level
Projection increases, it is ensured that the pretty good head of pier stud, it is ensured that jacking safety.
2), horizontal limit devices is installed
Bridge jacking is a dynamic process, needs real-time ensuring beam body not produce transverse horizontal displacement, particularly exists
The abutment position that top lifting height is maximum.Cross spacing column is formed lattice by 3 steel pipe posts, shaped steel horizontal-associate.Same bent cap two
The limited support top of end uses steel strand wires to pulling into entirety, draws wind, stopping means to be arranged on bent cap end along bridge to arranging eight words
Head, spacing column is installed and is embedded in stopper slot, it is ensured that superstructure direction across bridge during jacking occurs without skew.
5, jacking control system, monitoring system are installed
1), synchronous jacking system is installed
Multi-point synchronization jacking system is mainly by control chamber, hydraulic power unit, displacement transducer, pressure transducer, high speed electrohydraulic
Valve, switching valve, jack composition.When support system is installed, jack is installed, after completing, carries out jack-up system oil circuit, survey
Amount, the loop configuration that controls are installed, pumping plant is installed.
1.. jack is installed: due to beam body axial elongation, jack center can be deviateed support center, be needed jack
Adjusting centering and support center, simultaneously during Rotation of beam, jack has rotation simultaneously, needs at jack steel plate setting up and down cushion block
Dispersion concentration power, and increase wedge leveling jack at afterbody.
Integral synchronous jack and oil pump are arranged: 0#, 22# abutment is often located abutment and arranged that 8 jack set 16 altogether；
1#～4# pier and 19#～21# pier, every bent cap arranges that 16 jack lay 128 altogether；5#～6# pier and 7#～8# pier, often
Root bent cap arranges that 18 jack lay 36 altogether；Amount to 180 jack of jack, 0#～4#, each pier of 19#～22# pier
It is equipped with two oil pumps, altogether 18 oil pumps.It is divided into two groups of alternating synchronization jackings.
2. .PLC jack-up system installation and debugging: PLC controls hydraulic synchronization lifting is a kind of power and the top of displacement Comprehensive Control
The system of liter, by high pressure hydraulic jack, accurately according to the actual loading of beam, smoothly beam body is lifted on top, makes jacking process central sill
The additional internal stress that body is subject to drops to minimum, and hydraulic jack is divided into group according to distributing position simultaneously, with displacement transducer group
Become position closed loop, in order to control displacement and the attitude of jacking, it is ensured that the synchronicity of jacking process, it is ensured that the safety of structure.System
Unite and be made up of hydraulic system (oil pump, oil cylinder etc.), detection several part such as sensor, computer control system.Hydraulic system by
Computer controls, and can be automatically finished synchronous shift, it is achieved power and Bit andits control, operation locking, process show, fault alarm
Deng several functions.
2), monitoring system is installed
1.. floor elevation monitoring device
Bridge elevation observation station is used for calculating the actual top lifting height of each bridge pier.Arranging floor elevation observation station can essence
The true actual top lifting height knowing each bridge pier, after making jacking put in place, floor elevation is effectively controlled, and at jack-up construction
Engineering effectively monitors bridge linear deviation.
Hydrostatic level is used to carry out floor elevation monitoring as it is shown on figure 3, floor elevation monitoring is main.Use static level
Instrument can be convenient reading, quick to floor elevation whole day 24 hours monitoring in real time, and its precision is high, can reach 0.01mm.
2.. soffit absolute altitude monitoring device
Test to bridge bottom elevation, main total powerstation and the stay-supported sensor of using, tracking measurement jacking precise height,
In order to lifting operation provides foundation, it is possible to carry out supplementing to floor elevation test and check.
Stay wire displacement sensor is that mechanical displacement is converted into the signal of telecommunication gageable, linearly.When tested
When object produces displacement, pull coupled sensor rope, cable tie dynamic sensor drive mechanism and decoders-Synchronous
Rotate；When displacement is reversely moved, the automatic revolving gear of sensor internal will automatically retract rope, and stretch receipts process at rope
Its tension force of middle holding is constant；Thus export one and the directly proportional signal of telecommunication of rope amount of movement.In order to more precisely detect
Jacking absolute altitude, we respectively arrange a stay-supported sensor, totally 24 measuring points at the upstream and downstream in each beam support position of bridge.
3.. beam vertically and horizontally displacement observation device
By the total powerstation monitoring to jacking process central sill vertically and horizontally horizontal displacement, it is ensured that the horizontal displacement deviation of beam is can
In the range of control.Use total powerstation to be tracked monitoring in the jacking full stage, utilize coordinate method to calculate the vertically and horizontally displacement of beam.
4.. beam body monitor for stress
Beam body stress monitoring uses arranges that strain gauge monitors in real time.Sensor is by a root length degree, area and matter
The steel wire composition that amount all determines, when certain pretension, this sensor has a fundamental frequency.When measured object stress is produced
During the shape that changes, sensor can deform together, and the pulling force of steel wire produces change at that time, thus the frequency of sensor there occurs change, from
And the frequency of sensor there occurs change, read this frequency change, it is possible to be converted into tested stress.By to beam body stress
Monitoring, can grasp the beam body uneven stress of the strong point during jacking, to control jacking attitude.
According to bridge structure form and the interface feature of girder, selecting to layout at bearing and spaning middle section, beam body span centre cuts
Face, 12 longitudinal strain measuring points, two transverse strain measuring points, altogether 13 cross sections, 156 measuring points are arranged in each cross section.
5.. the monitoring device of support system
Support system stress monitoring uses arranges that strain gauge monitors in real time.By monitoring, can grasp in time and prop up
The stress of support body system and deformation take measures to control the deflection of support system in time, make construction at safely controllable environment
Under carry out.Vibratory stress gauge can be used to be tracked monitoring, and assist appearance deformation to detect, grasp support timely and accurately
The duty of system.
6.. weather monitoring device
Owing to girder is during jacking, being in the free state of motion, the constraint of horizontal direction is only rubbed by jacking
Resistance.Whether sidesway or inclination can occur in beam wind effect, need wind-force is monitored in real time.Intelligence need to be arranged on bridge floor
Energy Pressure testing instrument, carries out Pressure testing to lifting operation overall process, according to blast computing formula, converses bridge Cross Wind Force
Value, efficiently controls jack-up construction homework precision.
6, pier stud blocks
Pier stud cutting uses diamond chain saw cutting technique, i.e. diamond rope high around facet under fluid motor-driven
Pier stud is ground in speed motion, completes to cut work, and pier stud can be cut separation under the most undisturbed state, high in cutting process
The diamond rope of speed operating is by water cooling, and is taken away by grinding chip.
7, classification Integral synchronous jacking is replaced
Utilize support synchronization of jacking up with " jacking Bit andits control be main lift-up pressure control be auxiliary " method strictly control.Directly
The position required to design, should notice during jacking whether the elevation change of point of observation position and the change of power meet at any time and want
Ask, and observe the works such as beam body with or without cracking phenomena until beam body jacking is to design attitude.
1), examination jacking
Carry out trying jacking before formal jacking, for observing and examine the duty of whole jack-up construction system, formally
Before jacking, carrying out trying jacking, examination top lifting height is 20cm, and whether the service behaviour observing each work package meets requirement, inspection
Look into whether whole jacking control system controls effectively.
1.. personnel, material and equipment preparation check, workmen and management personnel are carried out safety education, and right
Points for attention during jacking are told somebody what one's real intentions are, and the preparation that torr turns equipment checks, to jack-up system and monitoring system
System is debugged.
2.. cut off before jacking between bridge floor and contact, it is ensured that bearing replacement do not interfere with adjacent across structure, investigation bridge contact
Releasing situation meets the requirements.
3.. cross spacing and longitudinal limiting device are checked, carries out close observation in the examination top stage, check limit body
It is the most properly functioning.
4.. the lifting-up support set up is guided and supported and checks, it is ensured that its enough intensity, rigidity, stability, support span centre
Amount of deflection want < 10mm, it is ensured that beam do not collapsed by support during jack-up, do not tilt, settle less and uniform.
2), jacking one-stroke work flow
Jacking prepares: transmitter receiver debugging, jack-up system debugging, jacking packet numbering, lift-up pressure, displacement setting and record
Table；
Jacking operator and testing staff are in place: management is in place, testing staff is in place, the emergent group of jacking is in place；
Jacking commander's calling respond confirms: pauses the most immediately if any line pressure shift, adds by jacking form classification in stroke
Carrying and record line pressure shift, following item has to come to nothing and pauses immediately；
Jacking axle casing attitude record；
Second stroke jacking prepares；
First stroke falls item；
Increase the first stroke support system；
Next stroke replaces jacking.
3), jacking one-stroke operating principle
Bridge Integral synchronous jacking is in the state that 2 groups of jack alternately support:
1.. 2 groups of jack are installed in the bottom needing jacking bridge structure, make the piston of jack arrange down, piston bottom
Contour bracing members cushion block put by portion's pad.
2.. multiple displacement transducer is set in this bridge structure, in order to measure the top lifting height of bridge structure in real time.
3.. control hydraulic power unit by control station, drive the 1st group of jack to carry out a stroke of jacking bridge structure,
During jacking, progressively add stablizing of support when pading plate jack lost efficacy simultaneously, after jacking a to stroke completes, take out
Steel plate also sets the bracing members cushion block of corresponding height at the piston pad of the 2nd group of jack.
4.. control hydraulic power unit by control station, drive the 2nd group of jack to carry out the next row of jacking bridge structure
Journey, controls the 1st group of jack simultaneously and receives cylinder, and sets the bracing members of corresponding height at the piston underlay of the 1st group of jack receiving cylinder
Cushion block.
5.. repeat step 3,4, to carry out alternately and repeatedly jacking, until by bridge structure jacking to design altitude, in construction
In connected by connecting bolt between stacked pad sets up and down bracing members cushion block fixing, between adjacent bracing members cushion block also by
Connecting rod reinforcement by connection becomes lattice form.
4), notch cuttype classification synchronization of jacking up,
1. .0#～4# pier notch cuttype classification synchronization of jacking up:
The first step: 4# pier top liter is put in place；4# pier top rise is 90.2cm, is divided into 4 jacking circulation (25+25+25
+ 15.2), 4#, 3#, 2#, 1#, 0# pier synchronizes to carry out above 4 circulation jackings, completes 4# pier top liter, and 4# pier jack-up system exits
Jacking works.
Second step: 3# pier top liter is put in place；3# pier residue top lifting height is 110.8cm, is divided into 5 jacking circulation (25+
25+25+25+10.8), 3#, 2#, 1#, 0# pier synchronizes to carry out above 5 circulation jackings, completes 3# pier top liter, 3# pier jack-up system
Exit jacking work.
3rd step: 2# pier top liter is put in place；2# pier residue top lifting height is 145.6cm, is divided into 6 jacking circulation (25+
25+25+25+25+20.6), 2#, 1#, 0# pier synchronizes to carry out above 6 circulation jackings, completes 2# pier top liter, 2# pier jack-up system
Exit jacking work.
4th step: 1# pier top liter is put in place；1# pier residue top lifting height is 156.6cm, is divided into 7 jacking circulation (25+
25+25+25+25+25+6.6), 1#, 0# pier synchronizes to carry out above 7 circulation jackings, completes 1# pier top liter, 1# pier jack-up system
Exit jacking work.
5th step: 0# pier top liter is put in place；0# pier residue top lifting height is 166.8cm, is divided into 7 jacking circulation (25+
25+25+25+25+25+16.8), 0# pier synchronizes to carry out above 7 circulation jackings, completes 0# pier top liter, and 0# pier jack-up system moves back
Go out jacking work.
2. .19#～22# pier notch cuttype classification synchronization of jacking up:
The first step: 19# pier top liter is put in place；19# pier top rise is 112.4cm, is divided into 5 jacking circulation (25+25
+ 25+25+12.4), 19#, 20#, 21#, 22# pier synchronizes to carry out above 5 circulation jackings, completes 19# pier top liter, 19# pier top liter
System exits jacking work.
Second step: 20# pier top liter is put in place；20# pier residue top lifting height is 125.9cm, is divided into 5 jacking circulations
(25+25+25+25+25.9), last circulation top lifting height is 25.9cm, beyond predetermined stroke 0.9cm, completes finally
Pad 0.9cm steel cushion block below jack in advance before one circulation, then carry out jacking, 20#, 21#, 22# pier synchronizes to carry out
Above 5 circulation jackings, complete 19# pier top liter, and 20# pier jack-up system exits jacking work.
3rd step: 21# pier top liter is put in place；21# pier residue top lifting height is 148.4cm, is divided into 6 jacking circulations
(25+25+25+25+25+23.4), 21#, 22# pier synchronizes to carry out above 6 circulation jackings, completes 21# pier top liter, 21# pier top
The system of liter exits jacking work.
4th step: 22# pier top liter is put in place；22# pier residue top lifting height is 152.6cm, is divided into 7 jacking circulations
(25+25+25+25+25+25+2.6), 22# pier synchronizes to carry out above 7 circulation jackings, completes 22# pier top liter, 22# pier top liter
System exits jacking work.
8, pier stud is increased
After bridge Integral synchronous jacking completes, carry out pier stud and connect height, extension supporting steel pipe in pier stud, upper and lower truncated position reinforcing bar
Dabbing, at spreading, main muscle is consistent with former pier stud bar diameter, uses the bar weldering of two-sided side and upper and lower reinforcement welding molding, Zhi Limo
Plate, pours from close formula high-performance pumping concrete, and outside steel pipe carries out consolidation process.
9. pier stud and bent cap connect high construction.
10, unloading and remaining engineering construction are synchronized
1) all devices such as jack and synchronous jacking system is removed after, 5#, 6#, 17#, 18# pier replacing time completes；
2), jack synchronizes entirety unloading after the pier stud concrete strength such as 0#～4# pier, 19#～22# pier reaches requirement, removes thousand
All devices and the steel pipe supports etc. such as jin top and synchronous jacking system；
3), to carry out 0# pier, 22# pier adjacent across new prefabricated case beam installation, carries out the bridge deck such as deck paving, expansion joint
And appurtenant work construction.
The present invention is further illustrated below in conjunction with accompanying drawing, but not thereby limiting the invention.
Fig. 2 is the structural representation of wing shape a kind of detailed description of the invention of anchor ear support system of the present invention.As in figure 2 it is shown,
Having many to connect high steel pipe post 102 around 108 times box type columns 107 of bent cap, connecing high steel pipe post 102 top has upper wing shape steel to embrace
Hoop 106 will connect high steel pipe post 102 and hold tightly with column 107, and connecing high steel pipe post 102 bottom has lower wing shape steel hoop 101 to incite somebody to action
Connect high steel pipe post 102 to hold tightly with column 107, be provided with down between lower wing shape steel hoop 101 and upper wing shape steel hoop 106
Billet 103, hydraulic jack jacking system 104 and upper billet 105.Connect be additionally provided with on high steel pipe post 102 type vibration wire should
Power meter 109.
Fig. 3 is wing shape anchor ear of the present invention and the structure of lattice steel pipe post a kind of detailed description of the invention of combined support system
Schematic diagram.Connect as it is shown on figure 3, lower wing shape steel hoop 101 is replaced with many by Fig. 3 by channel-section steel stull and diagonal brace 202
Φ 609 steel pipe column 201.
Fig. 4 is the structural representation of lattice steel pile tube a kind of detailed description of the invention of bar shaped support system of the present invention.Such as Fig. 4 institute
Showing, the lower section of upper I-steel transverse distribution beam 306 is supported by Φ 609 steel pipe column 301, has hydraulic pressure above Φ 609 steel pipe column 301
Very heavy jack-up system 304.
Fig. 5 is the structural representation of a kind of detailed description of the invention of longitudinal limiting device of the present invention.As it is shown in figure 5, adjacent beams
Expansion joint 402 between plate 401 is connected by prestress wire 406, stopper slot 403, and prestress wire 406 is by anchoring spiral shell
Bolt 404 is fixed on stopper slot 403.
Fig. 6 is the structural representation of a kind of detailed description of the invention of horizontal limit devices of the present invention.As shown in Figure 6, beam slab 501
Opposite sides is connected by cross spacing device 506 prestress wire 508.
Fig. 7 is the structural representation of a kind of detailed description of the invention of hydrostatic level of the present invention.As it is shown in fig. 7, shown static(al)
Level gauge include liquid level sensor 1, protective cover, nut, bolt, fluid cylinder, floating drum, foundation bolt, gas-tpe fitting, liquid pipe connection,
Trachea, liquid pipe, anti-icing fluid, wire, PVC wired hose, trachea plug, liquid pipe plug.
Fig. 8 is the layout schematic diagram of a kind of detailed description of the invention of floor elevation monitoring stations of the present invention.Pass through static level
Hydrostatic level monitoring floor elevation is arranged in instrument layout points 603.
Fig. 9 is the layout schematic diagram of a kind of detailed description of the invention of bottom elevation monitoring stations of the present invention.As it is shown in figure 9, it is logical
Cross stay wire sensor 704 and monitor bottom elevation.
Figure 10 is the layout schematic diagram of box beam of the present invention vertically and horizontally displacement observation a kind of detailed description of the invention of point.Such as Figure 10 institute
Show, by arranging the observation box beam vertically and horizontally displacement of displacement observation device on monitoring points of displacement.
Figure 11 is the layout schematic diagram of beam body stress monitoring a kind of detailed description of the invention of point of the present invention.As shown in figure 11, exist
It is distributed vibratory stress gauge 903 on beam slab 901 and monitors beam body stress.
Although, the present invention is described in detail to have used general explanation and specific embodiment, but at this
On the basis of invention, can make some modifications or improvements it, this will be apparent to those skilled in the art.Therefore,
These modifications or improvements without departing from theon the basis of the spirit of the present invention, belong to the scope of protection of present invention.
Claims (8)
1. the bridge post that breaks replaces classification and synchronizes the construction method of integral jacking, it is characterised in that described construction method includes:
(1), prepare before construction；
(2), traffic close, the traffic around enclosed bridge；
(3), the counter-force foundation construction of lifting-up support；
(4), jacking support system installs and stopping means is installed, and jacking support system is used for supporting jack-up system, stopping means
For preventing bridge lateral and length travel；
(5), jacking control system and monitoring system install, jacking control system includes PLC jack-up system, described PLC jacking system
System includes that first group of jack, second group of jack and displacement transducer, first group of jack and second group of jack are positioned at institute
State between jacking support system and bridge coping；
(6), the pier stud of bridge is blocked；
(7), alternately classification Integral synchronous jacking, including a, examination jacking, b, drive first group of jack synchronization of jacking up bridge,
Below the hydraulic cylinder of jack, add pading plate during jacking, use the top lifting height of displacement sensor bridge simultaneously,
After one stroke of bridge jacking, take out steel plate and below the hydraulic cylinder of second group of jack pad set bracing members cushion block, make second
The top of hydraulic cylinder of group jack flushes with the top of the hydraulic cylinder of first group of jack；C, drive second group of jack jacking
Bridge, one stroke of bridge jacking, and control first group of jack receipts cylinder, the lower section pad at first group of jack hydraulic cylinder sets steel
Lip block, makes the top of hydraulic cylinder of first group of jack flush with the top of the hydraulic cylinder of second group of jack；D, repetition
Step b and step c are until jacking is to the top lifting height designed；
(8), pier stud is increased；
(9), dismounting all devices.
Construction method the most according to claim 1, it is characterised in that the counter-force basis described in step (3) is multiple shape
Formula, abutment position uses cushion cap to expand concrete foundation to put forth effort basis as lattice steel pipe, use pre-buried ring flange and lattice
Steel pipe column bolts；Pier column height smaller part lattice steel tubing string uses cast-in-place pillar concrete foundation；Pier column height is relatively
General goal directly uses lower wing shape steel hoop as counter-force basis.
Construction method the most according to claim 1, it is characterised in that described in step (4), jacking support system includes butterfly
Wing steel hoop support system, wing shape steel hoop and lattice steel pipe column combined support system and lattice steel tubing string bar shaped supporter
System；Wherein, in wing shape steel hoop support system, steel hoop uses 36 groups of high-strength bolt fastenings, and 4 wings of design are to pacify altogether
Fill 2 groups of synchronous jack, support main steel plate up and down and weld a plurality of strength rib, lower steel hoop wing billet installed above, billet
On again install reinforce brace steel post, above steel column after fulcrum steel plate install jacking apparatus, it lays billet and is supported in
Steel hoop forms stress system；It is that wing shape steel is embraced by Force system on wing shape steel hoop and lattice steel pipe column combined support system
Hoop, uses 3 Φ 609 pipe stiffener steel pipes to form stable lattice body by channel-section steel stull and diagonal brace welding below single wing
System is as by Force system, and each component contact position is respectively mounted billet；Lattice steel tubing string bar shaped support system, lower stress system is adopted
With many group Φ 609 steel pipe grid-systems, jack-up system installed above, jack-up system 60# installed above puts more energy into I-steel crossbeam, respectively
Component contact position is respectively mounted billet.
Construction method the most according to claim 1, it is characterised in that install longitudinal limiting device described in step (4), first
First after bridge floor cuts, beam-ends head is amputated 2cm, and uses prestressing force pre-stretch-draw that longitudinal spacing pull bar is installed between two bridge,
Stopping means uses high-strength bolt to be installed on design top surface of the beam position, both sides spacing hole steel strand with punching jack anchor
Gu；Horizontal limit devices includes that concrete foundation, the spacing main body of steel pipe lattice, the spacing draw-in groove of beam-ends, steel pipe top steel strand wires limit
Position device and steel strand wires, the spacing main body of steel pipe lattice is positioned at bent cap both sides, and installs spacing draw-in groove with high-strength bolt at bent cap side
Blocking steel pipe supervisor, the upper welded limiting device of steel pipe supervisor, stop steel strand jack in both sides anchors, and forms cross spacing
System.
Construction method the most according to claim 1, it is characterised in that described in step (5), jacking control system includes oil
Pump, overflow valve, reversal valve, Pressure gauge, branching block, high-pressure hose, control valve group, hydraulic control one-way valve, jacking cylinder, jack, pressure
Force transducer, displacement transducer, holding wire, display, controller, power supply box, sub-control box, self-locking device and warning devices.
Construction method the most according to claim 1, it is characterised in that jacking control system described in step (5) uses single
Body 600T, the jack of maximum 300mm stroke amount to 180, and often place's abutment arranges that 8 jack set 16 altogether；Squat pier every
Bent cap arranges that 16 jack lay 128 altogether；Every bent cap of high pier arranges that 18 jack lay 36 altogether；Amount to jack
180, it is divided into two groups of alternately synchronizations of jacking up, according to jacking stroke during jacking, until the position that design requires.
Construction method the most according to claim 1, it is characterised in that system of monitoring described in step (5) includes bridge floor mark
High monitoring, the monitoring of soffit absolute altitude, beam vertically and horizontally displacement observation, beam body stress, the monitoring of support system and weather monitoring.
Construction method the most according to claim 1, it is characterised in that PLC jack-up system synchronization accuracy is ± 2.0mm.
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| CN201610641356.2A CN106284079A (en) | 2016-08-08 | 2016-08-08 | A kind of bridge break post replace classification synchronize integral jacking construction method |
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|---|---|---|---|
| CN201610641356.2A CN106284079A (en) | 2016-08-08 | 2016-08-08 | A kind of bridge break post replace classification synchronize integral jacking construction method |
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| CN110565548B (en) * | 2019-10-17 | 2020-06-26 | 北京市市政四建设工程有限责任公司 | Method for monitoring supporting and reinforcing construction of inclined leg rigid frame bridge |
| CN110565548A (en) * | 2019-10-17 | 2019-12-13 | 北京市市政四建设工程有限责任公司 | method for monitoring supporting and reinforcing construction of inclined leg rigid frame bridge |
| CN111829594A (en) * | 2020-07-29 | 2020-10-27 | 中铁二院工程集团有限责任公司 | Railway bridge top beam detection system and method |
| CN113338160A (en) * | 2020-09-29 | 2021-09-03 | 山西省交通科技研发有限公司 | T-shaped rigid frame bridge broken pier jacking construction method based on zero stress increment |
| CN112227234A (en) * | 2020-10-20 | 2021-01-15 | 河南省交通勘察设计有限公司 | Construction method for lifting and transforming bridge |
| CN113845056A (en) * | 2021-09-22 | 2021-12-28 | 江苏虹一工程建设有限公司 | Method and system for synchronous alternate jacking based on single action |
| CN113845056B (en) * | 2021-09-22 | 2022-07-26 | 江苏虹一工程建设有限公司 | Method and system based on single-action synchronous alternate jacking |
| CN115262415A (en) * | 2022-09-06 | 2022-11-01 | 中铁北京工程局集团第五工程有限公司 | Intelligent jacking method and device for bridge construction |
| CN115262415B (en) * | 2022-09-06 | 2023-10-24 | 中铁北京工程局集团第五工程有限公司 | Intelligent jacking method and device for bridge construction |
| CN116339224A (en) * | 2023-02-14 | 2023-06-27 | 深圳市曜麒科技有限公司 | Jacking operation monitoring system and control method for single-pier bridge reinforcing device |
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Application publication date: 20170104 |