CN106522096A - Curved incremental launching construction technology for 48m-long-span railway simply-supported box girders and high piers - Google Patents

Abstract

The invention relates to a curved incremental launching construction technology for 48m-long-span railway simply-supported box girders and high piers. According to the curved incremental launching construction technology disclosed by the invention, under the condition of crossing over a high-speed railway, the structural temporary prestressing tendons, the design of guiding girders and the reasonable connection with the box girders are optimized, so that the incremental launching construction of railway box girders without support piers between 48m span and capable of safely crossing over high-speed railways is realized; a displacement control and monitoring method in the incremental launching process of curved single-span simply-supported box girders is established, so that synchronous lateral horizontal displacement deviation correction of incremental launching multiple points on curves of the railway curved box girders is realized, in the curved incremental launching process, the lateral horizontal displacement deviation of girder bodies of the box girders is always under a controlled condition; in the incremental launching process, the movable attitude of the girder bodies is right, and the deviation value is controlled in an allowed range; and an analog simulation method is adopted to analyze various adverse stressed state working conditions of the box girders and the guiding girders in the incremental launching process, and a pier-girder structure system of a temporary high pier-trestle bridge is optimally designed, so that in the incremental launching process, the pier top horizontal force is effectively reduced, the incremental launching construction process of the high piers is safe and smooth, and the technical research target of the topic is realized.

Description

48 meters of LONG-SPAN RAILWAY simple supported box beam high-pier curve Incremental Launching Construction Technologies

1st, incremental launching method bridge erection technical field

Erection by longitudinal pulling method of the design of incremental launching method from girder steel, it instead of traditional hoist engine coaster with jack Group, replaces cylinder with board-like carriage, and this replacement makes construction method obtain necessary development and raising, so as to improve With the dilatory impulsion for causing on startup of tackle pulley hoist engine, board-like carriage avoids the effect of idler linear contact lay to be caused Stress concentration.During box beam pushing tow, construction technology is mostly important, and it directly affects the quality and safety of bridge.

The basic ideas of incremental launching construction are：The beam element in prefabricated 15 meters～30 meters of the prefabricated place after abutment, and constantly Prefabricated spreading, while by it by polytetrafluoroethylene (PTFE) slide plate by its pushing tow to final position, so as to realize erection without scaffolding.

Incremental launching method sets up pre-stressed bridge technology and is used in Germany earliest, there is now the history of more than 50 years, China's fortune Also there is more than 30 years with this technology., up to 40,000 tons, pushing tow length is up to more than 1,000 rice for maximum pushing tow weight at present.

Nineteen fifty-nine, the Ulf Leonhardt professor of front Germany are used first in the Austrian A Geer bridges of construction；

The bridge of the nose (nose girder) and auxiliary pier are introduced in Venezuela's Caroni river bridge incremental launching constructions in 1963；

1964, incremental launching method obtained further improving, employ segmentation it is prefabricated, progressively pushing tow, piecewise spreading, continuously apply The technique of work；

1974, China in Di family's river railway bridge construction, first using incremental launching method；

2nd, the background technology that incremental launching method is implemented

This technology discongests the high pier song of 48 meters of LONG-SPAN RAILWAY simple supported box beams of line grand bridge so that new Hengyang of tea Ji railway of weighing is up Line incremental launching construction has signed 2012 annual Technological research exploitation problem contracts with Science and Technology Department of Jiangxi Province, by the country for relying on The research and the analysis of example of outer mining under railways incremental launching construction present situation, using the bridge of push construction method, its superstructure The construction of floorings will not significantly be subject to shuttering supporting body as cast-in-place cantilever method, fixed support method and mobile Support Method The restriction of system.Although incremental launching method has many advantages, during incremental launching construction, the stress of girder is but than conventional construction method It is complicated.During whole incremental launching construction, bridge superstructure is continually changing with the progress of construction stage, position, so as to not Disconnected converting system, degree of statical indeterminacy from low to high, gradually form last structural system.The constraints of each position of girder with Internal force, deformation constantly change during whole incremental launching construction.Apply in order to being well understood to girder and pushing away in whole item Stressing conditions during work, it is necessary to by setting up the physical model of full-bridge, carry out simulation analysis to its whole work progress.

The successful employing of incremental launching method, be Prestressed Concrete Bridges started a kind of advanced limited bracket from set up apply Work method.Compared with other construction methods, incremental launching method has the characteristics that and advantage：The construction operation of bridge superstructure not shadow Ring existing traffic at bridge location；The some installation equipment for bridge superstructure construction can be reduced；In incremental launching construction The pushing tow of each sections about only needs to several hours and can just complete, and the job site of beam body manufacture concentrates on beam making bench On, bridge construction can be reduced with the construction period of shortening structure production work is organized in the way of parallel line production Cost.

3rd, the main inventive patent of pushing tow law technology

Reason according to the major research personnel of this technology to 48 meters of LONG-SPAN RAILWAY simple supported box beam high-pier curve incremental launching constructions By the major subjects for needing to solve in research and implementation process, it is determined that following technology is the main inventive patent skill of this problem Art, mainly including following 3 sub- problem technical research：

1), 48m LONG-SPAN RAILWAYs simple supported box beam high-pier curve Incremental Launching Construction Technology；

2), 48m LONG-SPAN RAILWAYs simple supported box beam high-pier curve pushing tow emulational computation；

3), 48m LONG-SPAN RAILWAYs simple supported box beam high-pier curve pushing tow monitoring and measuring technology.

4th, incremental launching method patented technology description of the drawings

4.1 48m LONG-SPAN RAILWAY simple supported box beam high-pier curve Incremental Launching Construction Technology important technological parameters

1) pushing tow weight：973t；

2) maximum jacking force：136t；

3) pushing tow speed：5m/h；

4) pushing tow distance：(the theoretical pushing tow time is 73.5m：73.5/5=14.7 hour)；

5) pushing tow power reserve factor：3.0 (using 4 100t jack)；

6) pushing tow hauling rope pulling force safety coefficient：3.99 (using 7/beam steel strand wires, totally 4 beam)；

7) pushing tow axial error in place：±20mm；

8) pushing tow slide block safety reserve factor：3.12 (using sliding support slide blocks).

9) slideway installation accuracy：Top surface relative relief is not more than 1mm.

4.2 48m LONG-SPAN RAILWAY simple supported box beam high-pier curves Incremental Launching Construction Technologies are illustrated

1) accompanying drawing 1 is illustrated：The standard cross-section figure of 48m LONG-SPAN RAILWAY simple supported box beams, mainly illustrates the mark of box beam Quasi- cross section.

2) accompanying drawing 2 is illustrated：48m LONG-SPAN RAILWAY simple supported box beam high-pier curve incremental launching construction process schematics, it is main to illustrate Illustrate the incremental launching construction process of box beam.

3) accompanying drawing 3 is illustrated：48m LONG-SPAN RAILWAY simple supported box beam high-pier curve incremental launching construction process charts, it is main to illustrate Illustrate the construction technology process of box beam.

4) accompanying drawing 4 is illustrated：48m LONG-SPAN RAILWAY simple supported box beam high-pier curve pushing tow Simulation Calculation figures, computer are built Mould, builds together vertical 72 construction stages using MIDAS softwares, simulates the force analysis of nose girder and 48 rice bin beams under each stage operating mode.

5) accompanying drawing 5 is illustrated：48m LONG-SPAN RAILWAY simple supported box beam high-pier curve pushing tow steel nose girder maximum stress figures, modeling meter Calculating steel nose girder maximum tension stress is：136.5MPa.

6) accompanying drawing 6 is illustrated：48m LONG-SPAN RAILWAY simple supported box beam high-pier curve pushing tow steel nose girder minimum stress figures, modeling meter Calculating steel nose girder maximum crushing stress is：136.7MPa.

7) accompanying drawing 7 is illustrated：48m LONG-SPAN RAILWAY simple supported box beam high-pier curve pushing tow box beam upper limb maximum stress figures, modeling Calculating box beam upper limb maximum tension stress is：49.4MPa.

8) accompanying drawing 8 is illustrated：48m LONG-SPAN RAILWAY simple supported box beam high-pier curve pushing tow box beam lower edge maximum stress figures, modeling Calculating box beam lower edge maximum tension stress is：2.4MPa.

9) accompanying drawing 9 is illustrated：48m LONG-SPAN RAILWAY simple supported box beam high-pier curve pushing tow box beam upper limb minimum stress figures, modeling Calculating box beam upper limb maximum crushing stress is：9.7MPa.

10) accompanying drawing 10 is illustrated：48m LONG-SPAN RAILWAY simple supported box beam high-pier curve pushing tow box beam lower edge minimum stress figures, build Mould calculates box beam lower edge maximum crushing stress：17.4MPa.

11) accompanying drawing 11 is illustrated：48m LONG-SPAN RAILWAY simple supported box beam high-pier curve pushing tow nose girders and box beam maximum displacement figure, Modeling Calculation nose girder and box beam maximum displacement are：Before nose girder, end movement is 123.8mm, and the maximum displacement of box beam front end is 38.2mm.

12) accompanying drawing 12 is illustrated：The permanent pier of 48m LONG-SPAN RAILWAY simple supported box beam high-pier curve pushing tows and Temporary Piers connection system Structural representation, it is illustrated that permanent pier and Temporary Piers connection architecture relation.

13) accompanying drawing 13 is illustrated：48m LONG-SPAN RAILWAY simple supported box beam high-pier curve pushing tow steel pipe column Temporary Piers stress diagraies, build It is 15.4MPa that mould calculates steel pipe column Temporary Piers maximum tension stress, and maximum crushing stress is 70.5MPa.

14) accompanying drawing 14 is illustrated：48m LONG-SPAN RAILWAY simple supported box beam high-pier curve pushing tow Bailey beam support force figures, modeling It is 99.6MPa to calculate Bailey beam support maximum tension stress, and maximum crushing stress is 145.3MPa.

5th, incremental launching method technology is embodied as

5.1 48m LONG-SPAN RAILWAY simple supported box beam high-pier curve Incremental Launching Construction Technologies

5.1.1 project profile

The up grand bridge of discongesting in the new Hengyang of weighing apparatus tea Ji railway SDK210+345.918 is positioned at hengyang, hunan province city Xian Tang towns border It is interior.2854.555 meters of grand bridge total length.Span arrangement：10-32m+2-24m+14-32m+1-48m simple supported box beam+1-32m+1- 48m simple supported box beam+13-32m+2-24m+6-32m+1-24m+36-32m Simple T-Girders.Circuit is in SDK209+773～SDK209+ Wuhan-GuangZhou Railway Line for Passenger Transportation is crossed at 797, and the angle of cut is 52 °.

Weighing apparatus tea Ji railway is in the design across Wuhan-GuangZhou Railway Line for Passenger Transportation, it is contemplated that Wuhan-GuangZhou Railway Line for Passenger Transportation row The requirement of car railway clearance and headroom, for guaranteeing Wuhan-GuangZhou Railway Line for Passenger Transportation transportation safety, through detailed research and demonstration, Determine from 48m prestressed concrete box girder push construction method in outstanding filling method, three kinds of designs of erection by swing and incremental launching method.Across More the box beam of Wuhan-Guangzhou passenger-dedicated line is located on 26#, 27# pier of this bridge, and pier shaft highly is 41m, adjacent with 48m box beams for 32m Prefabricated T-shaped beam.This bridge location, on the curve of R=1200m and+7 ‰～-18 ‰ ramp, is railway curve bridge.48m prestressing force Concrete box beam section is single box single chamber, and top plate thickness is 34.5cm.Base plate thickness 30cm, end-thickened, weight is 973 tons. Box beam standard section refers to the standard cross-section figure of 1 48m LONG-SPAN RAILWAY simple supported box beams of accompanying drawing.

5.1.2 incremental launching construction overall plan

5.1.2.1 the main difficult technical for solving is needed in constructing

1) this bridge pushing tow weight on the bridge pier high more than 40 meters, up to 1000 tons of box beam, can be produced very during pushing tow Big longitudinal horizontal force, thus can produce very big moment of flexure in pier shaft bottom, cause the danger ruptured and topple to pier shaft, Especially to two steel pipe pier stud Temporary Piers.

2) this bridge location is on the circular curve of 1200 meters of radius, therefore during construction pushing tow, and beam body is in the horizontal plane Skew can be very big, the bad control in beam body position.

3) this spanning gets over Wuhan-Guangzhou passenger-dedicated line, cannot arrange temporary rest pier, can only lean on nose girder and box beam in 48 meters of span Ensureing, during pushing tow, the change of box beam stress is complicated for coaction, controls bad beam body and can produce crack, it is to avoid beam body is produced Crackle is the emphasis of this engineering and difficult point.

4), more than 1000t, maximum pier is high more than 40m for pushing tow section box beam weight, takes the Temporary Piers of economical rationality to construct simultaneously Guarantee that pushing tow process is smoothed out, be the emphasis of this engineering.

5) the normal safe operation and railway equipment for guaranteeing military wide high-speed railway during box beam pushing tow is safely this engineering Emphasis.

5.1.2.2 incremental launching construction overall plan

Across Wuhan-GuangZhou Railway Line for Passenger Transportation on this bridge, it is contemplated that Wuhan-GuangZhou Railway Line for Passenger Transportation drive a vehicle railway clearance and headroom and The specific requirement of Wuhan-GuangZhou Railway special line operation security, determines to adopt to set up between 24#, 25#, 26# pier on arrangement and method for construction to face When buttress set up temporary trestle bridge, carry out the prefabricated of box beam on temporary trestle bridge, it is prefabricated after the completion of it is complete using the construction method of pushing tow Into 48m box beams across the erection of Wuhan-GuangZhou Railway Line for Passenger Transportation.Box beam pushing tow process refers to 2 48m LONG-SPAN RAILWAY freely-supported casees of accompanying drawing Deck-molding pier curved push work progress schematic diagram.

Interim pier structure is steel pipe frame column, and steel pipe column is by φ 1000*16mm and adopts diameter 400mm, wall thickness 10mm's Hollow steel pipe is constituted.Concrete anchor block sets up Bailey beam as Liang Pingtai processed with interim socle, carries out the prefabricated of box beam.Point Slipway beam is not set at the top of anchor block and Temporary Piers.The beam that falls is carried out after prefabricated box -beam intensity reaches design requirement, by box beam Fall on slipway beam, box beam pushing tow is carried out using ZLD200 type automatic continuous jacking jack, when sliding onto in the middle of 26# and 27# Carry out the beam that falls.

For the technical barrier being likely to occur in construction, tackle key problems through research and technology repeatedly, it is main in work progress Following technical measures are taken to capture a series of construction technology difficulties.

1) control of pier top horizontal force

For the control of pier top horizontal force, we mainly employ two kinds of technical measures and solve this problem.First：Set up and apply During work temporary trestle bridge, trestle (Bailey beam) is consolidated by pier top built-in fitting with permanent pier stud and interim steel pipe pier post, Form pier-beam rigidly joint system, it is ensured that four pier stud uniform stresseds in box beam pushing tow, reduce indivedual pier studs and concentrate stress Hidden danger, so as to reduce the moment of flexure of pier shaft bottom.Second：Using multi-point pushing, thousand are arranged at No. 25 with No. 26 pier tops respectively Jin resist and delay straining beam body advance.On the one hand multi-point pushing has disperseed pulling force, on the other hand pass to the counter-force of bridge pier using jack come The frictional force produced in bridge pier during balance girder slippage, reduces pier top horizontal force.In order to be able to realize during pushing tow to pier top Horizontal force carries out monitor in real time, and we are carried out to the relation between bridge pier pier top internal force and pier displacement with MIDIS softwares Analysis, draws the relation between the maximum horizontal power and corresponding displacement that pier top can bear, so as to pass through Continuous Observation pier The displacement on top is controlling pier top horizontal force.Can find in time when horizontal force is exceeded, be dropped by the pulling force of adjustment jack Low pier top horizontal force, to guarantee bridge pier safety.

2) control of position skew in the horizontal plane during beam body pushing tow

For railway curve bridge during pushing tow horizontal in-plane displacement problem bigger than normal, we mainly go out in terms of following two Send solution.First, the strict line style construction by design in the prefabrication process of beam body, it is to avoid the accumulation of error, causes beam body body Type error itself is excessive；Secondly, in order to be able to make beam body accurately be installed in place during pushing tow, we devise beam body and laterally limit Position device, in beam body pushing installation, carries out real-time monitored to beam body, when beam body deviates to a direction, then the direction Jack reinforcing applies transverse horizontal thrust to beam body, and the jack of other direction loosens.So as beam body moves forward, deviate meeting Gradually it is repaired, is finally reached design attitude.It is proven the solution effective, pushing tow maximum offset is less than 5mm, fully meets design requirement.

3) design of temporary trestle bridge strutting system

No. 1 adopts Extended chemotherapy with No. 2 Temporary Piers, and pier shaft structure is steel pipe frame column, and steel pipe column is by φ 1000*16mm With using diameter 400mm, the hollow steel pipe composition of wall thickness 10mm, 3.2m square are arranged.Three section fabrication and installation of Temporary Piers point, overall length For 31.39 meters, suspension column is welded with basic built-in fitting, is attached using high-strength bolt between sections.Temporary Piers roof construction is arranged Component 1, component 2, component 3, for the installation of Bailey beam and slideway, form the job platform of prefabricated box -beam and sliding construction.

Bailey beam trestle support is set up on permanent pier and Temporary Piers, and the construction installed as prefabricated box -beam and nose girder is put down Platform.69.8 meters of Bailey beam operation platform total length.Direction across bridge arranges 12 beret truss, and spacing is 450mm, center distance 900mm.Shellfish Thunder piece carries out lateral connection with bracing frame, is attached with pin with component 2 in pier top structure and component 3, thus Liang Dun It is connected into a Dun Liang rigidity overall structure.

Temporary trestle bridge system anlysis model is set up using computer MIDIS softwares, simulation analysis are carried out to temporary trestle bridge, is simulated Various different operating modes in incremental launching construction, are analyzed and examine calculation, analysis result to steel pipe Temporary Piers, permanent pier and Bailey beam system Show, temporary trestle bridge system meets different working condition requirements during incremental launching construction.

4) military wide high-speed railway operation security will be guaranteed in incremental launching construction

Before construction, operation relevant with Group Co., Ltd of Guangzhou coordinates agreement with FU signing construction, clearly Both sides' responsibility, it is ensured that the traffic safety in construction.During incremental launching construction, in strict accordance with the construction skylight that Guangzhou Railway Corporation ratifies Time carries out operation, and during pushing tow operation, for guaranteeing construction safety, the interval two ends of construction have carried out construction and blockade and interval power-off.

5.1.3 construction technique

5.1.3.1 construction technology process

Box beam incremental launching construction technique is referred to：3 48m LONG-SPAN RAILWAY simple supported box beam high-pier curve incremental launching construction techniques of accompanying drawing Flow chart.

1) temporary rest pier is installed

1#, 2# Temporary Piers are installed in the middle of the permanent pier of 24#, 25#, 26#.Temporary Piers adopt the Extended chemotherapy, pier shaft structure to be Steel pipe frame column.Suspension column and basic built-in fitting welding.It is attached using high-strength bolt between sections.Temporary Piers roof construction is arranged Component 1, component 2 and component 3, for the installation of Bailey beam and slipway beam, form the job platform of prefabricated box -beam and sliding construction.

2) permanent pier cast

Permanent pier top cast is carried out at twice, carries out first time cast, treat that box beam pushing tow completes laggard before box beam pushing tow Row is poured into a mould for second.Component 1, component 2 and component 3 are set in pier top after pouring into a mould for the first time, for Bailey beam and the peace of slipway beam Dress, forms the job platform of prefabricated box -beam and sliding construction.Slideway upper surface absolute altitude 43mm higher than 27# pier bottom elevations, be 93.639m。

24#, 25# pier concrete cast absolute altitude is 91.706m.26#, 27# pier is height pier, and 26# piers are in little mileage direction Concrete cast absolute altitude is 91.706m, and big mileage direction casting complete bearing pad stone, concrete are poured into designed elevation.27# piers The bearing pad stone of casting complete little mileage direction side, concrete are poured into designed elevation.After the completion of once-cast, pier top group is carried out The installation of part 1, component 2, component 3 and slipway beam.The counter-force support of jack pushing tow is installed in 25#, 26# Dun Chu.Each pier top Operating platform is set up with scaffold tube.The installation of pier top structure is carried out using 50 tons of autocranes.Permanent pier is in 48m casees After the completion of back is pushed away, carry out second and pour into a mould and reach design size.

3) Bailey beam is set up

Bailey beam trestle support is set up on permanent pier and Temporary Piers, and used as prefabricated box -beam, and the construction that nose girder is installed is put down Platform.The common 69.8m length of Bailey beam operation platform.Direction across bridge arranges 12 beret truss, and spacing is 450mm, center distance 900mm.Shellfish Lei Liang carries out lateral connection with bracing frame, is attached with pin with component 2 in pier top structure and component 3.

4) installation of safety devices

Steel cat ladder is set on temporary rest pier used as the escape way of upper and lower bridge.Cat ladder is welded on Temporary Piers steel pipe and faces When pier simultaneously installed.Passage is set in Bailey beam center 900mm spacing, is installed as pushing tow box beam steel strand wires, displacement Construction passage.Each pier top scaffold tube sets up operating platform operation, it is ensured that the construction safety of pier top operating personnel.

5.1.3.3 the installation of nose girder

Along bridge to wedge shape is set to, two girders are " work " word section to nose girder.Web member is steel pipe truss to carry out bolt Connection, five sections of nose girder point are lifted, the wherein long 0.627m of rear, weight 2.427t；One long 7.366m of stage casing, weight 23.107t；In Duan Erchang 7.998m, weight 17.725t；Three long 7.998m of stage casing, weight 11.775t；Front segment length 9.999m, weight 9.6746t.Five sections are led Liang Jun is installed on support, and during installation, nose girder carries out broken line assembly by R=1200m curves, carries out after high-strength bolt connection is in place Twist eventually.It is pushed out along glide direction using the method for push-and-pull, the permanent pier 13m of the cantilevered out 26# of nose girder.The splicing of nose girder is installed and is adopted 130 tons of autocranes.

5.1.3.4 box beam is prefabricated

Prefabricated box -beam is carried out on the platform constituted with Bailey beam in permanent pier and Temporary Piers, and its sequence of construction is, template The positioning concrete of the installation built-in fitting of the bundle bellows of the installation prefabricating steel of system is poured The permanent and interim prestressed cable of note tensioning --- sealing off and covering anchorage.

5.1.3.5 pushing tow power-equipment and stopping means

1) calculating of jacking force

The general principle of pushing tow is moved on slideway using jack top pull beam body, and jack is arranged on 25#, 26# pier In in the heart.The anchored end of beam body and jack are connected with steel strand wires line, are made by jack and counter-force support and beam body anchored end Box beam enters line slip.Pushing tow is carried out simultaneously during starting.When beam-ends is more than 25# piers, pushing tow is carried out only with 26# piers jack. Jack selects 2 ZLD200 type automatic continuous jacking jack.

The tractive force of pushing tow, safety coefficient and pushing tow Time Calculation：

Pushing tow gross weight：=box beam+nose girder=973+79=1043 tons

W=1043*10=10430KN

Jacking force computing formula：F=W × μ

Mill sassafras coefficient μ=0.1F=10430 × 0.1=1043KN≤2000KN during startup

Mill sassafras coefficient μ=0.05F=10430 × 0.05=521.5KN≤2000KN during slip

Power reserve factor is：2000KN/1043KN=1.9

The safety coefficient of steel strand wires：12 × 260 (KN/ roots)/1043KN=3

Pushing tow speed：V=(L/S)

L is pump head flow：6 liters/min

S is tensioning piston area：8.17 square decimeter

By can be calculated V=4.406m/h

Across force, extensively box beam displacement is 67.06 meters

Theoretical traveling time：T ≈ 67.06m/4.406 (m/h)=16 hour.

4 working days of total displacement time time of anchor are changed in view of batch operation and displacement.

2) jack, pumping plant

Jack adopts ZLD200 type automatic continuous jacking jack, adapted ZLDB pumping plants and ZLDK master stations.Continuous thousand Jin top workflow：

After activation system, all front tops clamp steel strand wires, draw beam body while walking forward, when front top knocks 5X When (travel switch 5), rear top set is also while walk forward.Now, front top is moved forward simultaneously with rear top set, the folder of rear top set Tool Automatic-clamping steel strand wires, load is by front top top set transfer backward.It is when 6X (travel switch 6) is gone to and knocked to front top, front Top set is back walked immediately.Now, the fixture of front top unclamps automatically, and load is all by rearmounted load of bearing responsibility.When after top set go to And when knocking 2X (travel switch 2), front top starts to walk forward.So circulate, go round and begin again, make girder steel keep continuous, even Speed is walked forward.

During pushing tow by oil pressure come control each pier jack maximum jacking force.Pushing tow jack is arranged on pier top steel bracket On.

Circuit, oil pipe and oil meter the test running of electric oil pump is connected, on your marks for staff, gets out pushing tow operation Commander with contact with telephone, intercom and signal flag.

3) anchor device and draw-gear are drawn

Draw anchor device and steel strand wires guarantee that its intensity meets to require, draw anchor device to adopt strand tapered anchorage, anchorage is steel strand wires The fixing device of beam, draws anchor device to adopt OVM15-7 type anchorages, steel strand wires to adopt tensile strength and twist for 5 steel of 12-7 φ of 1860Mpa Line, one end connect with pushing tow jack, and the other end is fixed on drawing anchor device.After drawing anchor device and steel strand wires to install, carry out pre- Tightly, ensureing steel strand wires uniform force during pushing tow.

4) slideway and slide block

The slidably supported device of pushing tow, on permanent pier with Temporary Piers, is set.On permanent pier by pier top structure, slideway, Slide block etc. is constituted.It is made up of section steel platform, slideway, slide block etc. on Temporary Piers.Each pier top sets two slideways in left and right, in slideway in the heart Away from for 3m.

The precision that supporting skid rail is installed, rigidity and flatness, very crucial effect that thrust beam has been constructed.In pushing tow process In its resistance to torsion to nose girder, the change of the stress of beam body and frictional resistance has directly impact, therefore will in installation process Ensure its exact position (slideway stress surface should be overlapped with box girder web width), enough rigidity and flatness.

1) slide block is by 3cm steel plates and adds the thick stainless veneers of 3mm to constitute, slideway width 70cm.Every piece of its length 3.44m (permanent pier), 4.04m (Temporary Piers).Each glide path is arranged by 1 block length.

2) tetrafluoroethene plate is thick for 2mm polyfluortetraethylene plates by neoprene (wherein press from both sides and glue 2 blocks of thickness 2mm steel plates) bonding Constitute.Its planar dimension is generally 600mm × 400mm, thickness 12mm.Slide block is used during pushing tow in front and back.

5) spacing deviation correcting device

During pushing tow, laterally occur larger off normal during pushing tow for preventing box beam, permanent pier with respectively face When pier on be respectively mounted spacing deviation correcting device.This bridge guider is roller type.Spacing rectification work is in box beam jack-in process Carry out.

5.1.3.6 box beam pushing tow, the beam that falls construction

1) box beam pushing tow prepares

Box and beam rear part is installed and draws anchor device, put on steel strand wires pretension.Pushing tow is carried out using successively incremeantal launching method jack to draw. Pushing tow to precalculated position, by two jack two point pushing tows on two permanent piers.Two pushing tows thousand will be guaranteed during pushing tow The synchronous operation of jin top.

When pushing tow starts, examination top will be first carried out.5cm is first advanced, is stopped immediately, oil return, then advance 5cm, then stopped, being returned Oil, be this repeatedly two or three times, to loosen each sliding surface and check each several part facility, then formal pushing tow.

By calculating in advance, pushing tow track is determined, plane is walked by circular curve, walked by each pier top horizontal limit devices Row track is linear with the beam body of the beam.Facade is walked for straight slope.During assembled and pushing tow, by control pedestal, temporarily Pier, permanent pier.Horizontal limit devices on pier control the lateral shift of girder steel, by the Stroke Control box beam of pushing tow jack Length travel.

2) box beam pushing tow

Box beam pushing tow is carried out using two ZLD200 type automatic continuous jacking jack, mainly employs " multiple spot in construction The method of pushing tow, stepped voltage regulation, centralized Control " carries out incremental launching construction.Jack is separately positioned on the permanent pier pier top of 25#, 26# On, and three solenoid directional control valve control oil pressure are installed less than permissible range on each Hydraulic Station, by pushing tow command post Electrical equipment supervisory control desk is in parallel with the sub-control system of each pier Hydraulic Station, is operated by dialogue machine contact.After in box beam, anchor point has three Place, respectively at beam-ends 9.5m, 35.6m and at beam tail 3m.

Start quiet resistance coefficient before pushing tow by 8%, the power coefficient of friction resistance is calculated by 5%, according to every operating mode reaction of supports come pre- The tonnage of exerting oneself of the horizontal pushing tow of meter.Each pier is ready to send signal back to master station, and commander in chief's platform sends pushing tow by master station Instruction, each pier continuous jack are worked simultaneously, then need to increase force tonnage according to thrust, until beam body starts reach, Start the coefficient of friction resistance to decline, frictional force reduces, and now suitably reduces the change for exerting oneself grade to adapt to frictional force of each pier jack Change, balance beam body and push ahead, realize each pier synchronous push.

After beam body pushing tow starts movement, the stroke of two pushing tow points is controlled, it is ensured that beam body movement is slow, stable, and speed is about For 6cm/min, after some jack stroke reaches 20cm, the jack off-load resets, in addition 2 it is very heavy hold lotus, prevent Only beam body is slided backward.

By jack setting, the difference of anchor point, carry out with the process of pushing tow, five stages of box beam pushing tow point are carried out.

When pushing tow starts, jack 1 draws the anchor point at beam-ends 35.6m, jack 2 to draw the anchoring at beam-ends 9.5m Point, box beam movement 16.478m.

Jack 1 draws the anchor point at beam tail 3m, jack 2 to draw the anchor point at beam-ends 9.5, box beam movement 6.452m。

Jack 1 draws the anchor point at beam tail 3m, jack 2 to draw the anchor point at beam-ends 35.6m, box beam movement 11.505m。

Jack 2 draws the anchor point at beam-ends 35.6m, box beam movement 15.138m.

The anchor point of 2 straining beam tail of jack, box beam movement 17.957m.

Jack pushing tow is finished, and box beam in place, is ready for beam.

3) the measurement control of pushing tow process is rectified a deviation with beam body

Plug tetrafluoro plate

During pushing tow, each pier top has 4 people to switch tetrafluoroethene plate.Padding tetrafluoro plate is an important process, beam body Will steady safe pushing tow, tetrafluoro plate must follow up in time padding, must not come to nothing between beam body and slideway.The direct shadow of quality of tetrafluoro plate The coefficient of friction resistance of beam body is rung, and great unfavorable factor is brought to beam body pushing tow.

Tetrafluoro slide plate two sides all should keep cleaning, white one side to coat the silicone grease of lubrication to reduce friction, clear up tetrafluoro The unusable gasoline of plate or diesel oil.

If tetrafluoro plate is not followed up in time during pushing tow, should stop immediately, top case web, putting into after tetrafluoro plate just can be after Continuous pushing tow.

Measurement control

During beam body pushing tow, measurement governing factor is mainly：Beam body center line and each pier top off normal.With pushing away for beam body Enter, arranging lateral jack and rectified a deviation, and fill in gad, steel plate between guider and beam body carries out the tune of cross spacing It is whole.Lateral Displacement controls its center line off normal and controls each jack synchronous push, the off normal of each pier top within 10mm, strongly Within the scope of design requirement.

This bridge pushing tow is the pushing tow on the circular curve of radius 1200m, the horizontal orientation device disposed in each pier top and correction The effect of device is very important.Horizontal orientation device and Deviation rectifier adjust the pushing tow position of beam in the both sides of each pier top.Pushing tow When, the elastic lateral displacement of lateral deviation observation, main observation girder and permanent pier should be carried out.

During box beam pushing tow, the off normal of each pier of survey crew's tracking and monitoring and beam body position of center line, when disalignment, Then it is locked using lateral Displacement adjustment in time.Such as there is partially lateral shift to pier top moment during pushing tow, once Pier top moment off normal need to stop force immediately more than design load, readjust each pier top force distribution, to ensure the off normal of each pier Meet design requirement.

During pushing tow, it is necessary to which the absolute altitude of pushing tow beam section center line and each slideway top is measured, and control in permission Within scope.

Nose girder medium line error is not more than 2.0mm；

Beam body medium line error is not more than 2.0mm；

Adjacent two are not more than ± 1.0mm across fulcrum with the slide device top surface discrepancy in elevation surveyed；

It is not more than ± 0.5mm with the two fulcrum slide device top surface discrepancy in elevation of pier；

4) fall beam

Fall：

Jack, pumping plant are in place.The each 2 200 tons of jack of each bridge pier and 2 high pressure pumping stations, jack are placed on bridge pier Reserved jack position, pumping plant are placed on pin hand platform.

Remove concrete pad, erection support on bridge pier.Pinching in bridge pier makes girder steel come to nothing, dismantling concrete cushion block, so Erection support is in beam bottom afterwards.

Beam body is carried out, after comprehensive passed examination, starting the beam that falls according to design center line misalignment.

Each bridge pier falls to being controlled by 2cm every time.Each bridge pier circulates whereabouts 2cm successively, until falling design mark Height, the complete stress of bearing.2 jack uniform forces of each bridge pier are guaranteed by controlling input pressure.Test and adjust beam Body is linear to reach design and code requirement, anchorage bearing.

Jack technical regulation is strictly observed, and lifting is less than elevating capacity, a large amount is played every time less than depth pistion 3/4ths.Assume unified command of during operation, seek unity of action.During Luo Liang the distance of coming to nothing of beam will be maintained in 1.5cm, sternly Prohibit two piers while the beam that falls, guarantees 2 jack uniform forces of each bridge pier by controlling input pressure, and the beam speed that falls is certain Should not be too fast, and want even drop down.In company with jack jacking, bounce back and the dismounting of the beam pad block that falls is measured at any time, it is ensured that beam Bottom highness change is in scope of design.

26# piers fall depth of beam and fall depth of beam for 43mm for 374mm, 27# pier.

5.1.4 quality control on construction

5.1.4.1 pushing tow box beam center line precision controlling

3 center line markings points are respectively done on the top board and base plate of box beam, during pushing tow, set up total powerstation to beam body in observation station Center line is observed, and when there is larger deflection, is rectified a deviation.When stage pushing tow box beam difference 2m will be in place, start uninterrupted Ground is observed and is accurately rectified a deviation, and box beam head and the tail medium line error is controlled in the range of 2mm.When last in place, box beam head and the tail center line is inclined Difference control is within 2mm.Every time at the end of pushing tow, the neutral condition figure of box beam is drawn, by the actual center line of box beam and box beam Design center line compares, and analyzes the deviation situation of steel box-girder center line, determines the control program of next step construction box beam center line, makes case The actual center line winding meter center line of beam swings, it is to avoid big arc occur, in order to avoid affect being normally carried out for incremental launching construction.

5.1.4.2 the control of box section position

Before stage pushing tow is in place, makees visible marking on the top board of box beam, and set special messenger's observation.Measurement is once horizontal, vertical To position, it is adjusted when deviation is excessive, to ensure that box section position is correct and beam bottom bearing built-in fitting position is correct.

5.1.4.3 ensure that traveling is smooth, anti-local buckling and the vertical linear measure of control beam body

There is local buckling during pushing tow for preventing beam body, take following measure：

1) the making precision of slideway, is improved, slide rail scale height is strictly controlled, before each incremental launching construction, checks that each pier top is slided Road absolute altitude.

2) prefabricated box -beam quality is strictly controlled with high standard, it is ensured that improve box beam beam bottom flatness.Box beam section is lifted off assembly After platform, if special messenger is responsible for checking beam bottom, if finding, soffit unevenness is more than 5mm, should take measures in time to process finishing, beat Polish box beam bottom surface；

3), monitoring measurement, the amount of deflection of strict control beam body, after each beam section completion, amendment assembly jig coordinate is high in time.

5.2 48m LONG-SPAN RAILWAY simple supported box beam high-pier curve pushing tow emulational computations

5.2.1 set up incremental launching method Simulation Calculation

Incremental launching construction process sets up analysis model using midas7.4.1 pushing tows modeling assistant, and pushing tow step-length 1m is built together vertical 72 construction stages, simulate nose girder and 48m box beam stress under each phase scenario.Model refers to the letter of 4 48m LONG-SPAN RAILWAYs of accompanying drawing Prop up box beam high-pier curve pushing tow Simulation Calculation figure.

According to each phase analysis result, each Temporary Piers and permanent pier top are as follows due to the pier top active force that incremental launching construction causes Shown in table：

Pier number	24#	L1#	25#	L2#	26#	27#
							Unit	kN	kN	kN	kN	kN	kN
Pier top horizontal force	665	871	846	557	989	639
							Pier top vertical force	6216	8140	7910	5206	9242	5975

5.2.2 pushing tow process nose girder stress situation：

(1) steel nose girder maximum stress figure (MPa), refers to 5 48m LONG-SPAN RAILWAY simple supported box beam high-pier curve pushing tows of accompanying drawing Steel nose girder maximum stress figure.

(2) steel nose girder minimum stress figure (MPa), refers to 6 48m LONG-SPAN RAILWAY simple supported box beam high-pier curve pushing tows of accompanying drawing Steel nose girder minimum stress figure.

5.2.3 pushing tow process 48m box beam stress situation：

(1) box beam upper limb maximum stress figure (MPa), refers to 7 48m LONG-SPAN RAILWAY simple supported box beam high-pier curves top of accompanying drawing Push away box beam upper limb maximum stress figure.

(2) box beam lower edge maximum stress figure (MPa), refers to 8 48m LONG-SPAN RAILWAY simple supported box beam high-pier curves top of accompanying drawing Push away box beam lower edge maximum stress figure.

(3) box beam upper limb minimum stress figure (MPa), refers to 9 48m LONG-SPAN RAILWAY simple supported box beam high-pier curves top of accompanying drawing Push away box beam upper limb minimum stress figure.

(4) box beam lower edge minimum stress figure (MPa), refers to 10 8m LONG-SPAN RAILWAY simple supported box beam high-pier curves top of accompanying drawing Push away box beam lower edge minimum stress figure.

According to above analysis result, during pushing tow steel nose girder maximum tension stress be 136.5MPa, maximum crushing stress 136.7MPa, concrete minimum compression are 9.7MPa, and maximum crushing stress is 17.4MPa, are satisfied by requiring.

5.2.4 pushing tow process displacement

Nose girder and 48m box beam maximum displacement figures during pushing tow, refer to 11 48m LONG-SPAN RAILWAYs simple supported box beam of accompanying drawing high Pier curved push nose girder and box beam maximum displacement figure.The maximum displacement of nose girder front end be 123.8mm, the front end maximum displacement of 48m box beams For 38.2mm.

5.2.5 pushing tow infrastructure inspection is calculated

According to the setting of pushing tow Temporary Piers and permanent pier, each pier model is set up, and considers that vertical linkage is acted on, analyze each pier Stress under thrusting action power.In model, permanent pier presses design drawing foundation, and shellfish is used in contact between permanent pier and Temporary Piers Flower bud boom support, Temporary Piers adopt steel pipe column.Steel pipe column adopts the hollow steel pipe of diameter 1000mm, wall thickness 16mm to constitute, each steel pipe Arrange between post and vertically and horizontally contact, strut adopts diameter 400mm, the hollow steel pipe of wall thickness 10mm.

Incremental launching construction fundamental analysis computation model refers to 12 48m LONG-SPAN RAILWAY simple supported box beam high-pier curve pushing tows of accompanying drawing Permanent pier and Temporary Piers connection architectural schematic.

5.2.6 Temporary Piers pier stud and basis inspection are calculated

(1) steel pipe column Temporary Piers stress diagram, refers to 13 48m LONG-SPAN RAILWAY simple supported box beam high-pier curve pushing tow steel of accompanying drawing Tubing string Temporary Piers stress diagram.

(2) shellfish flower bud boom support stress diagram, refers to 14 48m LONG-SPAN RAILWAY simple supported box beam high-pier curve pushing tow shellfish thunders of accompanying drawing Boom support force diagram.

Result of calculation shows that pier stud and shellfish flower bud support force are satisfied by requiring.

3) No. 1 interim pier foundation inspection is calculated

No. 1 temporary pier bottom counter-force is：

	Vertical force	Horizontal force	Moment of flexure
				Unit	kN	kN	kN*m
Counter-force	9047.0	38.2	2258.1

Consider Extended chemotherapy weight, and pier top counter-force is scaled to into cushion cap bottom is：

	Vertical force	Horizontal force	Moment of flexure
				Unit	kN	kN	kN*m
Counter-force	12833.0	38.2	2372.7

No. 1 interim pier foundation adopts Extended chemotherapy, and size of foundation base is 8mx8m, and gross thickness is 3.0m；

It is computed：

Extended chemotherapy base stress is：N/A ± M/W=228kPa/173kPa, it is desirable to which base bearing capacity is not less than 300kPa；Should be according to actual measurement base bearing capacity situation during construction, carrying out basement process or increase foundation area will to meet design Ask；

E=0.18m ＜ ρ=W/A=1.33m, meet and require；

4) No. 2 interim pier foundation inspections are calculated

No. 2 temporary pier bottom counter-forces are：

	Vertical force	Horizontal force	Moment of flexure
				Unit	kN	kN	kN*m
Counter-force	6207.0	37.1	2124.7

Consider Extended chemotherapy weight, and pier top counter-force is scaled to into cushion cap bottom is：

	Vertical force	Horizontal force	Moment of flexure
				Unit	kN	kN	kN*m
Counter-force	9993.0	37.1	2236.0

No. 2 interim pier foundations adopt Extended chemotherapy, and size of foundation base is 8mx8m, and gross thickness is 3.0m；

It is computed：

Extended chemotherapy base stress is：N/A ± M/W=182kPa/130kPa, it is desirable to which base bearing capacity is not less than 300kPa；Should be according to actual measurement base bearing capacity situation during construction, carrying out basement process or increase foundation area will to meet design Ask；

E=0.22m ＜ ρ=W/A=1.33m, meet and require；

5.2.5.2 permanent pier pier stud and basis inspection are calculated

(1) No. 24 permanent pier inspection is calculated：

Bridge pier checking computation results：

Bridge pier pier shaft checking computation results

Whether pass through：True

Pier shaft section concrete maximum stress, MPa：2.981

Pier shaft section concrete minimum stress (negative value is tension), MPa：0.000

Pier shaft section allowable compressive stress, MPa：10.000

Allow to bend tension, MPa in pier shaft section：0.550

Pier shaft section compression control group：1

Pier shaft section coefficient of excentralization e/s maximums：0.293

Pier shaft section coefficient of excentralization permissible value：0.700

Pier shaft section eccentricity control group：1

Pier shaft integral stability factor minimum of a value：31.863

Pier shaft integral stability factor permissible value：1.600

Pier shaft generally longitudinally stability contorting group：0

Along bridge to displacement, mm (produces displacement containing basis) to pier top：15.032

Pier top is along bridge to Bit andits control group：1

Along bridge to pier displacement permissible value, mm：28.284

Pier top direction across bridge displacement, mm (produce displacement containing basis)：0.000

Pier top direction across bridge Bit andits control group：0

Direction across bridge pier displacement permissible value, mm：24.525

Bridge pier is along bridge to rigidity, kN/cm (containing soil rigidity)：332.631

Bridge pier direction across bridge rigidity, kN/cm (containing soil rigidity)：649.846

Pile foundation checking computation results：

Pile foundation result of calculation

Whether pass through：True

Stake top maximum axial force, kN (have been converted into the main force)：4797.834

Stake top maximum axial force Load Combination information (is converted into the actual loading combined information before the main force)：4

Stake bottom maximum axial force, kN：6368.034

Allowable bearing capacity of single pile, kN：6884.327

Maximum length of pile, m：19.500

Socket length, m (only to stanchion)：0.000

The pile body area of reinforcement, cm2：36.191

Pile body bar diameter, mm：16.000

Pile body arrangement of reinforcement length, m：12.000

Pile body reinforcing bar radical (being the total radical of cage bar of two opposite side of longitudinal direction to rectangular pile)：18

Rectangular pile pile body reinforcing bar radical (only to rectangular pile, be the total radical of cage bar of horizontal two opposite side)：0

The sequence number of control load：2

The combined information of control load：The main force+special load

A clump of piles checks allowable stress, kPa (friction pile only to regular arrangement)：2702.740

A clump of piles checks maximum stress, kPa (friction pile only to regular arrangement)：633.320

Whether clump of piles checking computations pass through (friction pile only to regular arrangement)：True

Sedimentation, mm (friction pile only to regular arrangement)：0.000

(2) No. 25 permanent pier inspections are calculated：

Bridge pier checking computation results：

Bridge pier pier shaft checking computation results

Whether pass through：True

Pier shaft section concrete maximum stress, MPa：4.155

Pier shaft section concrete minimum stress (negative value is tension), MPa：0.087

Pier shaft section allowable compressive stress, MPa：10.000

Allow to bend tension, MPa in pier shaft section：0.550

Pier shaft section compression control group：1

Pier shaft section coefficient of excentralization e/s maximums：0.236

Pier shaft section coefficient of excentralization permissible value：0.500

Pier shaft section eccentricity control group：1

Pier shaft integral stability factor minimum of a value：28.084

Pier shaft integral stability factor permissible value：2.000

Pier shaft generally longitudinally stability contorting group：0

Along bridge to displacement, mm (produces displacement containing basis) to pier top：10.238

Pier top is along bridge to Bit andits control group：1

Along bridge to pier displacement permissible value, mm：28.284

Pier top direction across bridge displacement, mm (produce displacement containing basis)：0.000

Pier top direction across bridge Bit andits control group：0

Direction across bridge pier displacement permissible value, mm：24.525

Bridge pier is along bridge to rigidity, kN/cm (containing soil rigidity)：419.985

Bridge pier direction across bridge rigidity, kN/cm (containing soil rigidity)：732.488

Pile foundation checking computation results：

Pile foundation result of calculation

Whether pass through：True

Stake top maximum axial force, kN (have been converted into the main force)：5063.924

Stake top maximum axial force Load Combination information (is converted into the actual loading combined information before the main force)：1

Stake bottom maximum axial force, kN：5201.287

Allowable bearing capacity of single pile, kN：5572.580

Maximum length of pile, m：20.500

Socket length, m (only to stanchion)：0.000

The pile body area of reinforcement, cm2：36.191

Pile body bar diameter, mm：16.000

Pile body arrangement of reinforcement length, m：12.500

Pile body reinforcing bar radical (being the total radical of cage bar of two opposite side of longitudinal direction to rectangular pile)：18

Rectangular pile pile body reinforcing bar radical (only to rectangular pile, be the total radical of cage bar of horizontal two opposite side)：0

The sequence number of control load：2

The combined information of control load：The main force

A clump of piles checks allowable stress, kPa (friction pile only to regular arrangement)：2167.570

A clump of piles checks maximum stress, kPa (friction pile only to regular arrangement)：600.250

Whether clump of piles checking computations pass through (friction pile only to regular arrangement)：True

Sedimentation, mm (friction pile only to regular arrangement)：0.000

(3) No. 26 permanent pier inspections are calculated：

Bridge pier checking computation results：

Bridge pier pier shaft checking computation results

Whether pass through：True

Pier shaft section concrete maximum stress, MPa：2.849

Pier shaft section concrete minimum stress (negative value is tension), MPa：0.003

Pier shaft section allowable compressive stress, MPa：10.000

Allow to bend tension, MPa in pier shaft section：0.550

Pier shaft section compression control group：1

Pier shaft section coefficient of excentralization e/s maximums：0.282

Pier shaft section coefficient of excentralization permissible value：0.700

Pier shaft section eccentricity control group：1

Pier shaft integral stability factor minimum of a value：41.829

Pier shaft integral stability factor permissible value：1.600

Pier shaft generally longitudinally stability contorting group：0

Along bridge to displacement, mm (produces displacement containing basis) to pier top：12.845

Pier top is along bridge to Bit andits control group：1

Along bridge to pier displacement permissible value, mm：34.460

Pier top direction across bridge displacement, mm (produce displacement containing basis)：0.000

Pier top direction across bridge Bit andits control group：0

Direction across bridge pier displacement permissible value, mm：19.548

Bridge pier is along bridge to rigidity, kN/cm (containing soil rigidity)：570.471

Bridge pier direction across bridge rigidity, kN/cm (containing soil rigidity)：907.646

Pile foundation checking computation results：

Pile foundation result of calculation

Whether pass through：True

Stake top maximum axial force, kN (have been converted into the main force)：3906.578

Stake top maximum axial force Load Combination information (is converted into the actual loading combined information before the main force)：4

Stake bottom maximum axial force, kN：5189.076

Allowable bearing capacity of single pile, kN：5698.570

Maximum length of pile, m：16.000

Socket length, m (only to stanchion)：0.000

The pile body area of reinforcement, cm2：36.191

Pile body bar diameter, mm：16.000

Pile body arrangement of reinforcement length, m：12.000

Pile body reinforcing bar radical (being the total radical of cage bar of two opposite side of longitudinal direction to rectangular pile)：18

Rectangular pile pile body reinforcing bar radical (only to rectangular pile, be the total radical of cage bar of horizontal two opposite side)：0

The sequence number of control load：2

The combined information of control load：The main force+special load

A clump of piles checks allowable stress, kPa (friction pile only to regular arrangement)：2220.330

A clump of piles checks maximum stress, kPa (friction pile only to regular arrangement)：579.190

Whether clump of piles checking computations pass through (friction pile only to regular arrangement)：True

Sedimentation, mm (friction pile only to regular arrangement)：0.000

(4) No. 27 permanent pier inspections are calculated：

Bridge pier checking computation results：

Bridge pier pier shaft checking computation results

Whether pass through：True

Pier shaft section concrete maximum stress, MPa：2.914

Pier shaft section concrete minimum stress (negative value is tension), MPa：0.000

Pier shaft section allowable compressive stress, MPa：10.000

Allow to bend tension, MPa in pier shaft section：0.550

Pier shaft section compression control group：1

Pier shaft section coefficient of excentralization e/s maximums：0.433

Pier shaft section coefficient of excentralization permissible value：0.700

Pier shaft section eccentricity control group：1

Pier shaft integral stability factor minimum of a value：51.769

Pier shaft integral stability factor permissible value：1.600

Pier shaft generally longitudinally stability contorting group：0

Along bridge to displacement, mm (produces displacement containing basis) to pier top：12.877

Pier top is along bridge to Bit andits control group：1

Along bridge to pier displacement permissible value, mm：34.460

Pier top direction across bridge displacement, mm (produce displacement containing basis)：0.000

Pier top direction across bridge Bit andits control group：0

Direction across bridge pier displacement permissible value, mm：19.548

Bridge pier is along bridge to rigidity, kN/cm (containing soil rigidity)：532.891

Bridge pier direction across bridge rigidity, kN/cm (containing soil rigidity)：847.041

Pile foundation checking computation results：

Pile foundation result of calculation

Whether pass through：True

Stake top maximum axial force, kN (have been converted into the main force)：3867.164

Stake top maximum axial force Load Combination information (is converted into the actual loading combined information before the main force)：1

Stake bottom maximum axial force, kN：4000.655

Allowable bearing capacity of single pile, kN：4385.018

Maximum length of pile, m：18.000

Socket length, m (only to stanchion)：0.000

The pile body area of reinforcement, cm2：36.191

Pile body bar diameter, mm：16.000

Pile body arrangement of reinforcement length, m：12.000

Pile body reinforcing bar radical (being the total radical of cage bar of two opposite side of longitudinal direction to rectangular pile)：18

Rectangular pile pile body reinforcing bar radical (only to rectangular pile, be the total radical of cage bar of horizontal two opposite side)：0

The sequence number of control load：1

The combined information of control load：The main force

A clump of piles checks allowable stress, kPa (friction pile only to regular arrangement)：1844.020

A clump of piles checks maximum stress, kPa (friction pile only to regular arrangement)：527.970

Whether clump of piles checking computations pass through (friction pile only to regular arrangement)：True

Sedimentation, mm (friction pile only to regular arrangement)：0.000

5.2.6 Main Conclusions

According to the result of calculation to pushing tow process nose girder, pushing tow beam body, permanent pier and Temporary Piers, final conclusion is as follows：

1), during pushing tow, steel nose girder maximum tension stress is 136.5MPa, and maximum crushing stress 136.7MPa, concrete are minimum Compression is 9.7MPa, and maximum crushing stress is 17.4MPa, is satisfied by requiring.

2), contact component design to be satisfied by requiring between Temporary Piers pier shaft steel pipe post structure, column.

3), No. 1 Temporary Piers Extended chemotherapy base stress is：N/A ± M/W=228kPa/173kPa, it is desirable to base bearing capacity Not less than 300kPa；Basement process or increase foundation area should be carried out to meet according to actual measurement base bearing capacity situation during construction Design requirement；

E=0.18m ＜ ρ=W/A=1.33m, meet and require；

4), No. 2 Temporary Piers Extended chemotherapy base stresses are：N/A ± M/W=182kPa/130kPa, it is desirable to base bearing capacity Not less than 300kPa；Basement process or increase foundation area should be carried out to meet according to actual measurement base bearing capacity situation during construction Design requirement；

E=0.22m ＜ ρ=W/A=1.33m, meet and require；

5), 24～No. 27 pushing tows are calculated to meet with permanent pier pier shaft and pile foundation inspection and are required；

6), work progress will strengthen stress and linearity monitor.

5.3 48m LONG-SPAN RAILWAY simple supported box beam high-pier curve pushing tow monitoring and measuring technologies

5.3.1 the monitoring measurement of beam body pushing tow process

This bridge pushing tow is located on the circular curve of 1200 meters of radiuses, therefore beam body in the horizontal plane can during construction pushing tow Lateral shift is produced at any time, such as correction can produce the larger accumulation of error not in time, beam body occurs and topples.It is many by appropriate design Point horizontal cross displacement deviation correcting device and measurement monitoring technology, realize pushing tow Multipoint synchronous transverse horizontal position in railway curve box beam Move correction, make box beam during curved push, the lateral displacement deviation of beam body center line must within the scope of design requirement edge Line direction propulsion, i.e. beam body transverse horizontal displacement deviation and be in slave mode all the time, beam body movement attitude during pushing tow Correctly, the amount of deflection is controlled in the reasonable scope.

5.3.2 beam body lateral displacement monitoring measurement：

Arrange 1 total powerstation to be erected on the outside of bridge on 100 meters of GPS control points, in beam-ends and Liang Weiding during box beam pushing tow Face midline position is respectively provided with 1 prism, for observing the lateral deviation numerical value of beam body.As this bridge is in curved section, this is just So that beam body can be advanced along curve near tangent direction in pushing tow, the actual motion track of beam body can be partial to design center line always Outside.During bridge incremental launching, survey crew whole must adopt total powerstation tracking observation prism, box beam to advance per pushing tow 0.5～1.5 meter, the beam body Coordinate of central line and designed lines Coordinate of central line set according to the survey of beam-ends top surface is compared, and is inferred to top Push away the lateral displacement deviation (beam tail top surface observation is used as check) of beam body.When beam body center line lateral displacement transfinites, in time Correction adjustment is carried out using lateral Displacement jack, beam body is adjusted into back correct design attitude.Value of lateral displacement is calculated and is adopted Formula：

Z=√ ((x1-x0) 2+ (y1-y0) 2) are calculated.According to design requirement, this bridge value of lateral displacement is maximum Less than 40mm.Table 1 is the lateral deviation data that actually measure during beam body pushing tow.

Box beam pushing tow measurement control point (beam body lateral displacement) Survey data table (table 1)

Box beam pushing tow measurement control point (beam body lateral displacement) Survey data table (table 1)

Box beam pushing tow measurement control point (beam body lateral displacement) Survey data (table 1)

5.3.3 nose girder is measured with box beam binding site deformation monitoring：

Deformation using spirit level method to nose girder with box beam binding site is monitored, and it is cross-section that measuring point is located at nose girder end girder steel On face, laterally totally 2 measuring points, are surveyed before pushing tow and in pushing tow respectively, and the deflection provided with design is contrasted.

2 nose girder of table monitors measurement data with box beam binding site

5.3.4 close on the measurement of high-speed railway bridge pier displacement monitoring

Observation is measured to No. 26 piers and No. 27 piers that close on high ferro using spirit level and total powerstation, it is ensured that in pushing tow mistake The length travel deformation of journey Bridge and vertical deformation numerical value do not interfere with the peace of high-speed railway in the range of design requirement, completely Battalion for the national games.Table 3 is No. 26 respectively with table 4 and monitors measurement data with No. 27 piers.

3 No. 26 piers of table measure control point Survey data

4 No. 27 piers of table measure control point Survey data

5.3.5 monitoring measurement conclusion

(1) beam body pushing tow lateral displacement monitoring measurement observes 50 groups of data altogether, and box beam is advanced 0.5～1.5 meter per pushing tow and stopped Only observe once, lateral displacement correction adjustment is carried out according to observation data.Observation data maximums are 34mm, and pushing tow distance is 1.335m。

(2) nose girder is measured with the deformation monitoring of box beam binding site and observe altogether 32 groups of data, and observation data maximums are 7mm, total deformation is 32mm (remove vertical error after), and maximum occurs to jump over 3 meters or so of No. 27 pier center lines in nose girder front end.

(3) close on No. 26 of military wide High-speed Passenger Dedicated Lines vertically and horizontally displacements with No. 27 piers during pushing tow and erect Straight displacement monitoring is measured, wherein, transverse horizontal displacement maximum distortion 2mm, vertical equity displacement is maximum to be become Shape 5mm, vertical displacement maximum distortion (sedimentation value) 1mm.

(4) by actual monitoring measurement it could be assumed that：The lateral displacement deviation of beam body, nose girder and box beam binding site Deflection and two bridge piers for closing on military wide high ferro deformation the impact runed is controlled rational safe range it It is interior, it is consistent with simulation calculation substantially, fully meets design requirement.

Claims (3)

1. The key core technology of 1.48 meters of LONG-SPAN RAILWAY simple supported box beam high-pier curve incremental launching constructions needs to be protected, and mainly includes 3 sub- problem technologies below：

   48m LONG-SPAN RAILWAY simple supported box beam high-pier curve Incremental Launching Construction Technologies；

   1) under conditions of across high-speed railway, optimization structure temporary pre-stressed concentration, nose girder are designed and the conjunction with box beam this technology Reason connection, realizes in safety across high-speed railway mining under railways incremental launching construction of 48 meters of span centres without buttress.

   2) pier-beam rigidity joint system is established, trestle (Bailey beam) is passed through into pier top with permanent pier stud and interim steel pipe pier post Built-in fitting is consolidated, and formation guarantees four pier stud uniform stresseds in box beam pushing tow, reduces indivedual pier studs and concentrates stress Hidden danger, the moment of flexure for reducing pier shaft bottom and the risk toppled.

   3) multi-point pushing technology, multi-point pushing is adopted on the one hand to disperse pulling force, on the other hand passed to bridge pier using jack Counter-force come balance during girder slippage bridge pier produce frictional force, reduce pier top horizontal force, so as to also reduce pier shaft bottom Moment of flexure destruction

   4) beam body horizontal limit devices technology is employed, in beam body pushing tow, lateral displacement real-time control is carried out to beam body, is worked as beam Body to a direction deviate when, then the direction jack reinforcing to beam body apply transverse horizontal thrust, other direction it is very heavy Loosen on top.So as beam body moves forward, deviation gradually can be repaired, and be finally reached design attitude.
2. 2.48m LONG-SPAN RAILWAY simple supported box beam high-pier curve pushing tow emulational computations；

   The simulation calculation of 48 meters of railway simple supported box beams and temporary trestle bridge system in pushing tow point is established using computer MIDIS softwares Analysis model, various different operating modes in simulation incremental launching construction, to 48 meters of railway simple supported box beams, steel pipe Temporary Piers, permanent pier and Bei Lei Beam body system is analyzed and examines calculation, makes 48 meters of railway simple supported box beams, temporary trestle bridge system meet different works during incremental launching construction The force request of condition.
3. 3.48m LONG-SPAN RAILWAY simple supported box beam high-pier curve pushing tow monitoring and measuring technologies.

   1) Bit andits control during 48 meters of curve single span railway simple supported box beam pushing tows and monitoring method is established, realizes that railway is bent Line box beam pushing tow Multipoint synchronous transverse horizontal displacement on curve is rectified a deviation, and makes box beam during curved push, the horizontal water of beam body Flat offset deviation is in slave mode all the time, and during pushing tow, beam body movement attitude is correct, and the Numerical Control of deviation is allowing model In enclosing.

   2) 48 meters of curve single span railway simple supported box beams and nose girder binding site deformation monitoring measuring method is established, using spirit level Deformation of the method to nose girder with box beam binding site is monitored, and measuring point is located on the girder steel cross section of nose girder end, laterally totally 2 surveys Point, is surveyed before pushing tow and in pushing tow respectively, and the deflection provided with design is contrasted, and the Numerical Control of deviation exists In allowed band.

   3) establish and close on high-speed railway bridge pier displacement monitoring method for measurement, using spirit level and total powerstation to closing on the 26 of high ferro Number pier and No. 27 piers measure observation, control the vertical equity displacement of pushing tow process Bridge, transverse horizontal displacement deformation and Vertically deformation numerical value is in design allowed band, it is ensured that construction does not interfere with the safe operation of high-speed railway.