CN106758831B - Across railway bridge swivel continuous beam construction method - Google Patents

Across railway bridge swivel continuous beam construction method Download PDF

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Publication number
CN106758831B
CN106758831B CN201611149232.9A CN201611149232A CN106758831B CN 106758831 B CN106758831 B CN 106758831B CN 201611149232 A CN201611149232 A CN 201611149232A CN 106758831 B CN106758831 B CN 106758831B
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China
Prior art keywords
concrete
steel
rotary
construction
swivel
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CN201611149232.9A
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Chinese (zh)
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CN106758831A (en
Inventor
任懿
张光
段战国
丁海滨
涂强强
刘福春
曹树强
Original Assignee
中铁十九局集团第二工程有限公司
中铁十九局集团有限公司
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Priority to CN201611149232.9A priority Critical patent/CN106758831B/en
Publication of CN106758831A publication Critical patent/CN106758831A/en
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Classifications

    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D21/00Methods or apparatus specially adapted for erecting or assembling bridges
    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D21/00Methods or apparatus specially adapted for erecting or assembling bridges
    • E01D21/08Methods or apparatus specially adapted for erecting or assembling bridges by rotational movement of the bridge or bridge sections
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D15/00Handling building or like materials for hydraulic engineering or foundations
    • E02D15/02Handling of bulk concrete specially for foundation or hydraulic engineering purposes
    • E02D15/04Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D15/00Handling building or like materials for hydraulic engineering or foundations
    • E02D15/02Handling of bulk concrete specially for foundation or hydraulic engineering purposes
    • E02D15/06Placing concrete under water
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/22Piles
    • E02D5/34Concrete or concrete-like piles cast in position ; Apparatus for making same
    • E02D5/38Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds

Abstract

The present invention relates to the construction methods that continuous beam is turned when a kind of spanning existing railway bridge.Mainly it is to solve the problems, such as that front can not then be constructed by the way of beam body swivel apart from hour apart from existing railway slope foot in pier shaft and be invented.Using centre bearing rotation, it is aided with the scheme of balance spike stabilization, and using centre bearing as swivel system, swing system is set between levels cushion cap;Top rotary table both sides, as traction jack, separately set two jack as startup boosting jack using jack;Traction counter-force seat is arranged in lower cushion cap, and hauling rope is arranged on the concrete pallet of cushion cap bottom;After the completion of box girder webs, start trailer system, the whole axis pin rotation angle around flexural pivot center that upper cushion cap, pier shaft and box beam are formed carries out sealing turntable using the gap between the upper lower cushion cap of concrete filling behind in-position, carries out closure segment construction.Advantage can be applied to pier shaft apart from existing railway slope foot apart from hour Construction of continuous beam.

Description

Across railway bridge swivel continuous beam construction method

Technical field:

The present invention relates to the construction methods that continuous beam is turned when a kind of spanning existing railway bridge.

Background technology:

At present in spanning existing railway bridge construction, in order to ensure safety, existing railway bridge construction is not influenced, so needing to adopt The form of construction work turned with beam body, is then closed up using railway Window time flat turn, is finally poured and closed up using holder, Hanging Basket Section contacts anchor system, completes system transform.But it can not then be turned using beam body apart from hour apart from existing railway slope foot in pier shaft The mode of body is constructed.

Invention content:

Technical problem to be solved by the invention is to provide one kind being suitable for pier shaft apart from existing railway slope foot apart from hour Across railway bridge swivel continuous beam construction method.

What above-mentioned purpose was realized in:Using centre bearing rotation, it is aided with and insures the scheme for balancing spike stabilization, and with Centre bearing is swivel system, and swing system is arranged between levels cushion cap, and flexural pivot uses 30000KN grades of flexural pivots;In lower cushion cap Stainless steel slideway, boosting reaction support, traction counter-force seat of lower rotary table etc. are arranged in top surface;In upper cushion cap sole arrangement several groups steel Pipe concrete spike, spike distance from bottom lower rotary table slideway top surface 20mm unload gap between frame back brace foot plate surface and slideway top surface not It obtains and is less than 5mm;Tetrafluoro plate is set between steel pipe concrete spike and slideway, and one layer of butter polytetrafluoroethylene (PTFE) is applied in tetrafluoro board bottom face Powder;Top rotary table both sides respectively use ZLD200 type 200t continuous jacks to form traction couple as traction jack, and two general Logical 150 boosting jack of YDCW100 types is as startup boosting jack;Traction counter-force seat is arranged in lower cushion cap, hauling rope arrangement In on upper cushion cap bottom concrete pallet, and wind with one circuit;After the completion of box girder webs, start trailer system, upper cushion cap, pier shaft and box beam The whole axis pin Rotation Design angle around the setting of flexural pivot center of formation, after reaching design position and temporary spacing, in time It connects vertical reinforcement and closing disk is carried out using the gap between the upper lower cushion cap of C50 microdilatancy concretes filling;

Concrete construction method:

One, drilled pile construction installs steel reinforcement cage and pouring underwater concrete is completed pile foundation and applied using percussive drill pore-forming Work, using catheterized reperfusion underwater concrete, conduit diameter 300mm;

A, stake position setting-out:

The center that drilled pile is accurately measured with total powerstation is arranged timber in the center position released, and sets Fender pile is set, stake position center and the position of fender pile are marked on timber, concrete is used in combination to wrap up fender pile, embedded shield after the completion of the setting-out of stake position Cylinder;

B, protecting tube embedding:

Steel pile casting plays punching guiding and digs out the round pool of 30cm bigger than steel pile casting outer diameter at stake position before burying, deep Degree is fixed according to steel pile casting, and 30cm thickness clays are then filled in hole, and compaction in layers simultaneously flattens top surface, restores stake holes by measurement Center is hung to cheating bottom, then by casing in hole bottom, and adjustment casing position makes casing center be overlapped with hole center, and mixes up casing Verticality;Clay, compaction in layers are symmetrically and evenly backfilled around casing;After the completion of backfill, the symmetrical power transmission of shaped steel is passed through with drill bit Stop when casing is pressed downward to 0.3m above ground level;

C, impact drill is installed:

When installing impact drill, drilling cramp is fixed on platform, will impact hammer tip alignment by the vertical of drilling cramp top sheave wheel rim Stake position center, deviation are not greater than 2cm;

D, slurrying:

Mud is made of bentonite, soda ash, water:The weight ratio of bentonite, soda ash and water is 130:4.5:950;

Bentonite uses the high-quality sodium bentonite based on montmorillonite;

Soda ash main function is to increase pH value, and clay particle is made to be disperseed;

E, drilling and forming hole:

(1) before spudding in, appropriate clay is added in casing;When surface soil layer pine is dredged, the appropriate small slabstone of addition is also mixed, It is then injected into mud and clear water, mud cream, stone are pressed to hole wall by the impact of tup, to reinforce casing angle;Aperture section should be anti- Multiple pore-creating;

(2) it just keeps when spudding in boring hammer and stablize, make aperture first segment that can play the guiding role vertically, block stamp is not when lifting conehead Collide steel pile casting;

(3) it should be crept at a slow speed at soft or hard rock stratum interface;

(4) notice that the water-head in casing changes in drilling process at any time, slime water plane must be higher by casing foot in hole 0.5m or more, the damage casing cutting shoe hole wall in order to avoid mud face is rippled, but it is lower 0.3m than casing top surface, prevent mud from overflowing;Water level Timely moisturizing is answered to prevent cutting shoe from gushing sand when insufficient;

(5) when normal drilling, slag specimen is fished for immediately per drilling depth 2m or at soil layer variation, geological condition is judged, according to reality Border situation adjusts drilling machine drilling speed, penetration rate at any time;

F, borehole cleaning;

Borehole cleaning stretches into bottom hole position using slurry processes borehole cleaning is changed, by pump line, increases power and constantly send slurry into hole;Ensure clear Mud all technical reaches requirement in empty metapore, i.e.,:The mud hand for being discharged or extracting out in hole is touched without 2~3mm particles, mud Proportion is not more than 1.1, and sand factor is less than 2%, 17~20s of viscosity;Bottom hole sediment thickness before underwater concrete is poured, stanchion is little In 5cm, friction pile is not more than 20cm;

G, fabrication of reinforcing cage and installation:

Perpendicular to reinforcing bar axis, the top of reinforcement cage skeleton is arranged hanging ring, lifts reinforcing bar in reinforcing bar cut end face after blanking Using 3 points of lifting methods when cage enters hole, deforms when to prevent reinforcing bar cage hoisting, one of triangle inner support muscle is set every 2m, Inner support muscle is stuck on reinforcing rib, and inner support muscle is removed when steel reinforcement cage is down toward aperture;

Sleeper is set up on the outside of casing, ensures that sleeper is higher than casing top surface, makes hanging ring, and two hanging rings are passed through into work Word steel, then frame on sleeper, finally with main reinforcement weld;

Main reinforcement need to be arranged as ground rebar in each steel reinforcement cage, and ground connection main reinforcement joint is by the way of being welded with overlap joint reinforcing bar To ensure effectively connection;

Start concrete perfusion when, being put into water proof plug makes the concrete to fall in conduit be detached with mud, the purpose is to Under the gravity of concrete, water proof plug pushes down on water;Until the water in conduit is completely exhausted out, to complete first batch of coagulation The perfusion of soil;

The quantity of first batch of concrete perfusion should meet the requirement of conduit buried depth 1m or more for the first time;

After first batch of concrete enters hole, probing hole inner concrete face height, calculates conduit buried depth, if meeting rule immediately Model requirement, i.e. normal perfusion;In filling process, conduit buried depth controls within 2m~6m, and at any time in probing stake holes The position of concrete surface, adjusts depth of tremie in time;Concrete answers continuous pouring, must not be interrupted in perfusion;

When perfusion is close to stake top, the concrete pressure in conduit is kept;The elevation of top surface of concrete is measured, stake top is controlled It is higher 1m or so than designing stake top absolute altitude that absolute altitude is perfused, superfilled part should be cut before bearing platform construction;

When extracting final stage long duct, slow down rate of flooding;

Two, swivel structure construction:

Swivel structure is made of lower rotary table, flexural pivot, top rotary table, swivel trailer system;

Lower rotary table is the basis for supporting swivel structure total weight, and after the completion of swivel, basis is collectively formed with top rotary table, is turned Disk uses C50 concrete, and the lower flexural pivot of rotor system, the annular slide track of spike and swivel traction and boosting thousand are arranged on lower rotary table Jin top counter-force seat;

Lower rotary table pouring construction at twice;For the first time in binding bottom layer of the reinforcing steel, side reinforcing bar, interior vertical reinforcement, various pre- After burying reinforcing bar and built-in fitting, formwork erection pours horizontal 2.75m high concretes;For the second time after lower flexural pivot and slideway installation are fixed, tie up Remaining reinforcing bar is pricked, second layer 0.75m high concretes and jack counter-force seat are poured;

Flexural pivot by inlaying the fixation steel pin axis of tetrafluoroethene piece, upper and lower flexural pivot between upper and lower flexural pivot, flexural pivot, lower flexural pivot positions Steel locating rack forms, upper flexural pivot planar diameter 4.1m, lower flexural pivot planar diameter 3.8m;

Two stages of lower rotary table point pour, at first time casting concrete to lower flexural pivot locating rack bottom 15cm;Flexural pivot and cunning After road, built-in fitting, reinforcement installation are fixed, second of concrete is poured;

Locating rack installation is in such a way that spacer bar, positioning shaped steel and leveling backing plate are combined;Lower rotary table concrete is first It is secondary that before locating rack installation, leveling backing plate first is arranged in locating rack bottom corresponding position in pre-buried locating rack spacer bar when pouring, Each backing plate top surface highness change carries out precise alignment within 1mm, when locating rack is installed and adjusts its elevation of top surface, installs simultaneously Shaped steel is positioned, by locating rack and its spacer bar, positioning shaped steel firm welding;

Lower flexural pivot is suspended in midair using fixed adjustment frame and adjustment bolt, adjusts center, then by fixed adjustment spiral shell Bar rotates upwardly and downwardly adjustment absolute altitude;After the completion of being accurately positioned and adjusting, the center of lower rotary table flexural pivot, absolute altitude, flatness are answered It looks into;Center utilizes total powerstation inspection, absolute altitude to be adjusted by jack, uses precision for the spirit level of 0.03mm and steel Indium ruler multiple spot repetition measurement will tighten fixation after qualification on inspection between adjustment bolt and crossbeam, and between locating rack and lower flexural pivot The steel plate for welding 10cm long is reinforced fixing;

The adjustable slideway of annular of wide 0.65m, a diameter of 7.85m at slideway center are set below spike;

When construction, slideway locating rack is first installed, locating rack carries out slideway installation after installation is complete;Slideway scene is taken point Section assembling is adjusted using adjustment bolt and is fixed;Ensure that spike can slide in slideway when swivel;Slideway top surface is higher by lower rotary table Top of concrete 1cm, and entire chute surface, in same level, relative relief is not more than 2mm;

Lower flexural pivot and slideway install corresponding reinforcing bar and built-in fitting after installation is complete, carry out the secondary of lower rotary table concrete It pours;To prevent during construction in later period water or sundries to enter the gap between upper and lower flexural pivot, lower rotary table concrete top when construction Face is lower 2cm than lower flexural pivot top surface;

The installation steps of upper flexural pivot are as follows:

(1) flexural pivot spherical surface up and down is cleared up;

(2) it is put into butter polytetrafluoroethylene powder in central pin shaft casing, central pin shaft is put into casing, adjusts vertical Straight degree and peripheral clearance;

(3) polytetrafluoroethylene (PTFE) slider is installed from inside to outside on lower flexural pivot concave spherical surface, each slider should be located at same ball Face, error are not more than 0.9mm;The coating butter polytetrafluoroethylene powder between slider on spherical surface, makes butter polytetrafluoroethylene powder It is uniformly filled in the space between slider, and slightly above slider top surface;

(4) in place by the lifting of upper flexural pivot, pack into central pin shaft;Upper flexural pivot position is finely tuned with guide chain, is allowed to horizontal and under The outer ring gap of flexural pivot is vertical;

(5) flexural pivot, which installs, protects periphery, tight with adhesive tape winding package between upper and lower flexural pivot, it is ensured that impurity It does not enter in rubbing surface;

Counter-force seat reinforcing bar is bound after installation is complete, standing tree mould pours traction bearing concrete and boosting reaction support concrete;

Spike in turntable on corresponding slipway location altogether equipped with 8 couples of double φ 650mm x 24mm, the high 0.785m of spike, C50 slightly expanded concretes are perfused in spike steel pipe;A diameter of 7.85m of spike center line;It is completed in lower rotary table concreting, Spike is installed after upper flexural pivot installation and boosting counter-force seat concrete placings, the gap between spike and slideway is set as 20mm, spike and cunning Quartz sand is put in gap between road, is shaped using wooden frame in quartz sand surrounding;According between spike and slideway before swivel Gap is mated formation polyfluortetraethylene plate in chute surface inner support sole, and it is poly- in the contact surface of polyfluortetraethylene plate and slideway to apply butter Tetrafluoroethene powder;Several sandboxes are set between spike on each turntable slideway, quartz sand is set in sandbox, sandbox uses preceding precompressed 35Mpa;

When construction plane and high process control are carried out using measuring instrument;Plane control uses total powerstation, makes the positioning of central point Precision reaches within ± 1mm;High process control uses spirit level, precision 0.03mm;

Top rotary table is constructed:

Upper cushion cap bottom layer of the reinforcing steel is after installation is complete, installation two beam hauling ropes of positioning, when to ensure to turn between hauling rope mutually The work that do not interfere, the 24 beam dextrorotation of hauling rope steel strand wires and 24 beam derotations;Pre-buried end of the hauling rope in concrete is anchored using anchorage, And plan-position and the height of steel strand wires are determined using the fixing steel plate being fixed on bottom layer of the reinforcing steel, with the anchoring of a pair of hauling rope The center of circle of turntable is held on the same line and is symmetrical with, the pre-buried height and traction force direction of every rope should be consistent, and every rope buries Enter turntable length 5.47m, when construction, pre-buried hauling rope spacer bar, and reserve the semi-circular groove of 25mm depths at hauling rope center Mouthful, hauling rope leaks outside, and part is smoother to be wrapped in around turntable, is held on embedded ribs without interfering with each other;

Top rotary table sets vertically and horizontally presstressed reinforcing steel, longitudinally sets 24 12-7 φ 5mm steel strand wires, laterally sets 30 12-7 φ 5mm Steel strand wires;Vertical, horizontal steel strand wires one-end tension, stretching end, anchored end interlaced arrangement, stretching end use 15-12 anchorages, fixing end Using 15-12P anchorages;Pipeline uses internal diameter φ 90mm metal bellows, and when construction, pipeline is pressed design position with spacer bar Installation is fixed, and after top rotary table concrete strength reaches the 100% of design strength, then 50% vertical, horizontal steel strand wires of pretensioning are noted Sealing off and covering anchorage is starched, after vertical, horizontal pipeline slurry intensity reaches design requirement, the other half vertical, horizontal steel strand wires of tensioning, last slip casting Sealing off and covering anchorage;Pipeline pneumatic mortar is 40MPa with strength of cement grout;

Top rotary table concrete placings:

Top rotary table pouring construction at twice;For the first time after the completion of upper flexural pivot, steel spike, install flexural pivot reinforced mesh, Turntable reinforcing bar pours turntable 1.7m high concretes;Second after installation is complete top rotary table other reinforcing bars, pier shaft embedded ribs, pours Build top rotary table 2.0m high concretes;Cushion cap uses C50 concretes, pours sequence from periphery to center, planar layer pours height 30cm Arrive 40cm or so;

Upper and lower turntable temporary constraint:

When Dun Liang constructs, to ensure that relative displacement and rotation does not occur, limit is installed between the spike of lower cushion cap top surface Beam is limited and arranges bracing members between beam and support leg, be used in combination bquster urgent, before rotator construction, destroy rigid chock, turned with profit Body, while member-retaining portion limits shaped steel, is used as starting boosting reaction beam;

Three, pier construction:

Middle pier concrete pours completion for 1 time, and 2 sections of cast of abutment pier concreting point are poured into a mould 9m high, poured for the second time for the first time Build remainder;

Pier shaft is grounded and is connected with cushion cap, and insulation board is being set close to circuit;

Using double-row steel pipe scaffold, array pitch 0.9m, step pitch 1.2m, upright bar spacing 1.2m sets away from ground 0.2m high and sweeps the floor Bar sets Crossing brace together along shelf short transverse every 4m or so, and the angle on Crossing brace and ground is between 45 degree to 60 degree, foot Clear distance is not less than 0.5m between hand cradle and pier shaft punching block;

Pier shaft uses truss-like entirety punching block, and template is assembled integral at the scene, installs truss support, using crane entirety Lifting is in place, is connected and fixed with the pre-buried shaped steel of cushion cap;

Before concreting, cushion cap and pier shaft joint concrete are subjected to dabbing, remove laitance and loose part, is rinsed Totally, and connection reinforcing bar is rebuild;

Symmetrical horizontal slice carries out in the entire plane section of pier shaft when pouring, and pours layer thickness control within 30cm, ensures Concrete compaction and surface are smooth neat, no cushion block trace;

Pier concrete reaches form removal after strength of mould stripping;

Concrete after form removal uses the non-woven geotextile of heat and moisture preserving to cover immediately, outer patch water proof plastic film, not between Disconnected maintenance, curing time are no less than 7 days, remove non-woven geotextile later, then closely covered with plastic film, moisture-keeping maintaining 14 days More than;

Main pier bearing installation and temporary consolidation construction:

To ensure that the bridge cantilever cast stage can resist unbalanced moments, pier consolidation measure is set at pier top position, Pre-buried specification is φ 32mm finish rolling deformed bars in pier stud, and finish rolling deformed bar penetrates box beam 0# block bottom plates by temporary support, It is poured into a mould with together with box beam, after box beam 0# block casting completes, completes pier consolidation;

Permanent bearing installation:

Continuous box girder uses GTQZ spherical steel supports, and side bearing is 5000KN grades, middle bearing is 17500KN grades, respectively Longitudinally-moving, transverse direction, multidirectional activity and four class of hold-down support, with beam body and pier using anchor bolt+foundation by the way of and branch seat cushion The connection anchoring of plate combination, wherein hold-down support is laid in the left side of bridge pier;

It constructs before pinner, with reference to bearing tonnage prepared screw-bolt hole, the diameter tolerance of preformed hole is 0-20mm, hole depth Tolerance is 0-50mm, and repetition measurement should be carried out to absolute altitude, flatness, reserved hole site in time after casting complete;

Bearing pad stone is disposed and after dabbing, can start to install according to determining type of support, larger for weight Bearing need to be adjusted absolute altitude and flatness using jack, smaller is adjusted using gad, and adjustment terminates to go through mark Height, flatness, center line and the gap between pinner start the vertical grouting template of branch after errorless, carrier setting bolt hole is together with bed course Perfusion, bearing installation use gravity type grouting method, and perfusion must assure that trickles around from bearing center, installs rear support bottom Plate quadrangle height difference is not more than 1mm;

Bracket precompressed:

Pier shaft lays 2 Pin shelf brackets per side, and bracket main member uses [36b channel steels and I36b I-steel, the bracket of Two bors d's oeuveres Fillet weld connection type, φ 25mm reinforcing bars is used to be not less than 7.5mm with steel plate throat depth when welding is assembled, steel plate is welded with channel steel It stitches thickness and is not less than 6.7mm, bracket adds 2cm thickness with steel plate junction and reinforces steel plate;[16a is set at bracket horizon bar and brace Channel steel bridging lays I36b I-steel distribution beams, distribution beam top cloth for increasing bracket stability, bracket top direction across bridge If 15*15cm lumps of wood framed bents, the 10*10cm back ribs lumps of wood and bamboo slab rubber;

Preloading method:Load precompressed is carried out using concrete precast block precompressed, prefabricated block size is:1.5m*0.9m* 0.7m, weight 2.2T;

Hierarchical loading:When load load 60%, the load of 80%, 100% point of three-level are calculated according to precompressed, when load, according to Different positions is loaded using the concrete block of weight 2.2t respectively;

Measure elasticity and inelastic deformation:

Template:

1. bed die:Using timber structure template;

2. outer side mold:It using Hanging Basket cantilever section template, is supported on bracket cantilever crossbeam, hanging basket formwork is using sizing truss Formula large area punching block, back cord are shaping type steel truss, and external mold frame steel truss divides into bowl buckle holder as edge of a wing board concrete lotus The holder of load;

3. internal model and end mould:

Box girder inner formwork and diaphragm plate template use wood glue plate or bamboo slab rubber, people hole template to be made of 1.5cm thickness bamboo slab rubbers, Box beam end head formwork using sizing punching block, the end holes Mo Shangge by box beam seam longitudinal reinforcement stretch out template, template assembly with Reinforcing bar is bound alternately, first carries out bottom plate, outboard template assembly, then carries out bottom plate and web reinforcement, prestressing force peace Dress, then inner template assembly is carried out, finally carry out roof steel bar and installed under prestressing;

It is as follows that reinforcing bar, presstressed reinforcing steel and bellows bind molding sequence of construction:

Bind baseplate reinforcing bar, binding web and partition wall reinforcing bar, installation vertical prestressing pipeline and presstressed reinforcing steel, installation web Roof steel bar is bound after interior longitudinal corrugated pipe, installation internal model, top plate prestress pipe is installed;

Concrete by from side in, the sequence of first bottom plate, again web and top plate pour concrete, construction joint is not stayed in centre, in concrete placings When take in the prefabricated two lower grey-ways of top plate flank reinforcement location;The first one-piece casting 50cm thickness concretes on bottom plate, then it is prefabricated from plate Lower grey-way pour bottom plate, web, while pouring interval beam concrete;Web concrete uses placement layer by layer, lift height to be not more than 30cm;

Continuous beam concrete curing:

(1) after filling concrete, plastic covering film is retained immediately, lid parasol;Wait for that concrete surface hardens To when can go up people, starting to carry out plastering operation to beam face, plaster operation when answer the plastic covering film when smearing;

(2) after concrete coating process, sprinkled water using geotextiles covering on beam body surface, and plastic covering on it Film, beam body watering number should be to keep concrete surface fully moist for degree;

(3) maintenance in continuous beam;

Bridge direction Prestress tendon is indulged in beam and uses rear lashing method, but for the Prestress tendon of one-end tension, using elder generation Lashing method;

Longitudinal prestressing muscle uses normal intensity 1860Mpa, diameter phi 15.2mm steel strand wires, anchoring system to use self-anchored type Wire drawing system;

Transversely prestressed bars also use normal intensity 1860Mpa, diameter phi 15.2mm steel strand wires, on top plate and pier stud Every beam location arrangements, anchoring system uses BM15-4P anchorages and mating bearing plate, transverse prestress to use one-end tension Technique;

Vertical prestressing bar uses the high-strength finish rolling deformed bars of φ 32mm, ultimate tensile intensity 830MPa, tensioning control under anchor Power processed is 705.5MPa, and anchoring system uses JLM-25 type anchorages;

Tensioning:

Tension of prestressed tendon construction one-off construction is completed, and when beam body intensity reaches the 95% of design, elasticity modulus reaches Design 100%, and the age of concrete be more than 7 days when can carry out tensioning;

Presstressed reinforcing steel uses both ends synchronous tension, and symmetrical progress, maximum imbalance beam that 1 beam, tensioning is not to be exceeded It is sequentially first web beam, rear top plate beam, tensioning should be carried out symmetrically from outside to inside, and each segment pretensioning is longitudinal vertical lateral again again, And timely mud jacking, stretching process will keep both ends elongation consistent as possible;

Initial tensioning force is controlled by 20% stress under anchorage, and tensioning holds lotus 3 minutes or more to after designing stress under anchorage, and measurement is stretched Long value oil return anchors, and all prestressed stretch-draws are all made of dual control method, i.e. elongation and control stress for prestressing, actual elongation value and reason By elongation control in ± 6%, top plate transverse prestress using jack carry out tensioning, tensioning using it is single-ended alternately, Pier top diaphragm plate also uses single-ended alternately tensioning, tension sequence:To the symmetrical tensioning in inside on the outside of from partition board;

After whole tensioning, pipeline pneumatic mortar operation is carried out within 2 days;When mud jacking, to curve duct and vertical duct from Minimum point is pressed into;To the duct of upper lower leaf setting in structure or component, the sequence that gets on, get off mud jacking, the mud jacking of same pipeline is wanted It is carried out continuously, it is primary to complete;Intelligent mud jacking system can carry out mud jacking to two ducts simultaneously, and the mud jacking of same component will be 5 It is fully completed in hour;

Sealing off and covering anchorage:

Stretching end uses C50 concrete sealing off and covering anchorages, and envelope is filled out in concrete gap with C50 cement mortars, in the old and new's coagulation before concreting Dabbing on native faying face exposes fresh coagulation using the connecting portion of hair clasp and hand hammer dabbing old concrete and novel concrete face Native area is not less than the gross area 75%, is rinsed with water totally and can be carried out after so that New-old concrete contact surface is fully absorbed water later It pours, and requires vibration compacting, press polish of plastering in time, concrete is no more than 2mm with former end face faulting of slab ends after sealing off and covering anchorage;

Brushing polyurethane water-proof paint, brushing thickness are 1.5mm;

Cradle assembly;Hanging Basket is mainly by main couple, walking and anchor system, boom system, collet system, template system five Most of composition;

Four, cantilever segment construction:

The construction of continuous beam cantilever section is constructed using Hanging Basket cantilever mode, after the completion of previous block is constructed, passes through Hanging Basket It is mobile, next block is moved to, and adjust bed die absolute altitude and realize block height change, by after previous block reserves Hanging Basket Anchor hole carries out the fixation of Hanging Basket;

Foundation, which uses to change, under straightway concrete continuous footing fills out building brick Slag treatment, changes and fills out depth 1.5m, changes and fill out Top surface foundation bearing capacity is not less than 159Kpa, changes and fills out base bearing capacity not less than 89Kpa;Ground, which changes, to be filled out compaction in layers and detects, Lift height is not more than 30cm;

Holder is set up:

Straightway uses diameter 530mm, wall thickness 10mm steel-pipe pile holders, one campshed of pier side to be set to cushion cap top, remaining row Stake sets C25 concrete continuous footings;

Pre-buried steel plate thickness 20mm, top surface are flushed with concrete surface, and every block of steel plate sets 2 50cm long anchor bars, anchor rib Using φ 16mm round bars, straightway pre-embedded steel slab 2 × 2.5m of spacing is longitudinally arranged symmetrically, steel-pipe pile and pre-embedded steel slab It is welded to connect;

By the progress synchronous with beam portion construction of shield, side straight wall and contact net upright post basic, construction completion before turning;

Five, bridge rotating:

Bridge formally before swivel, need to carry out blance test of weighing, test the unbalanced moments of rotor sections, eccentricity, rub The moment of resistance and friction coefficient parameter, realize the counterweight requirements of bridge rotating;

Preparation before weighing

(1) across the hanger of closure segment in installing;

(2) back all material, equipment, equipment are removed;

(3) top rotary table spike lower skateboard is checked;

(4) jack, long range dial gage are placed;

(5) striking, sandbox install butter polyfluortetraethylene plate under spike;

(6) whether observation swivel structure tilts and inclined direction is to determine its state;

Experiment of weighing:

Jack applied force is used under top rotary table, measures flexural pivot by static friction state to dynamic friction state with displacement respectively Critical value, the force differences of top rotary table both sides is uneven weight;

Implement two in the cushion cap sole arrangement jack and displacement sensor of two width beams according to the test method of the state The unbalanced moments of width beam is tested;

Rotator construction device configuration:

Each bridge pier swivel one automatic continuous jacking rotor system of configuration and a boosting rotor system, are automatically continuously pushed up Rotor system is pushed away to be made of a QK-8 master station, two ZLD200 type 200t continuous jacks and two ZLDB hydraulic power units, The automatic continuous jacking rotor system can provide required all torsion torque after swivel structure starts;Boosting rotor system is by two YDCW150 type 150t jack and two ZB4-500 type oil pumps are constituted;

Two continuous jacks are horizontal, parallel respectively, it is symmetrical be arranged in turntable both sides, the center line of jack must be with Top rotary table outer circle is tangent, and the center line of centerline height and the pre-buried steel strand wires of top rotary table is horizontal, while requiring two jack to upper The distance of turntable is equal, and is detached from the point of contact distance of steering cable saddle more than 5 meters away from hauling rope;Jack is positioned over mating counter-force On frame, reaction frame is fixed by electric welding or high-strength bolt with counter-force pier, and counter-force pier allows for bearing 200t pulling force with reaction frame Effect;

Swivel turntable is embedded with two beam hauling ropes, by 24 strength grades is that 1860Mpa, 7 φ, 5 steel strand wires form per beam, Every 7 φ, 5 steel strand wires can bear maximum pull 26t, and the maximum pull born per beam is 624t;

Rusty stain, the greasy dirt that each steel strand surface is cleaned when pre-buried hauling rope are sequentially twined along the arrangement of set cableway by root Around rear, pass through ZLD200 type successively incremeantal launching method jack, the fixed anchorage of other end setting of hauling rope pre- when top rotary table pours It is embedded in top rotary table concrete bodies, as hauling rope fixing end;

Pre-buried good steel strand wires hauling rope is passed through into jack along lead after top rotary table, the folder of jack is used in combination Tight device clamps;It first uses YDCW150 types jack to be pre-tightened to steel strand wires by root under 5~10Mpa oil pressure, then passes through pushing tow thousand Jin is withstood under 2~3Mpa oil pressure to the beam steel strand wires integral pre-tightening, keeps each steel strand wires holding force of two beam hauling ropes almost the same, is drawn It rustling sound road should be on same absolute altitude with corresponding jack axial line;

When beam body will be in place, stop the continuous duty of continuous jack, is at crawl working condition, until Swivel is in place;

Two piers start simultaneously when bridge rotating, and continuous jack nominal oil pressure is identical, and swivel uses two sets of model of the same race Hydraulic test, the good oil meter pressure of state modulator provided by verification report when swivel, the point in top rotary table outermost circumference are per minute 5.2cm is rotated, 50 scales is evenly arranged by every segment length 2.6cm on turntable before swivel, two is observed at any time during swivel Turntable turns over scale, observe two swivels steel strand wires whether constant speed;

I40a I-shaped goosenecks are installed in swivel on-station position before swivel, make I-shaped gooseneck and turntable spike contact position On-station position is as turned, every swivel is both provided with 6 insurance spikes, spike limp bottom surface between the slideway of upper and lower disk Be reserved with the gap of 20mm apart from slideway top surface, swivel structure it is accurate it is in place after, being folded arms using steel is carried out pad and fixes, and electricity consumption Weldering by steel fold arms same spike limp steel plate, together with upper disk slideway pre-embedded steel slab carry out comprehensive weld connection immediately;

It first allows auxiliary jack to reach predetermined tonnage, starts dynamical system equipment, and it is made to be run under " automatic " state;

The active force for each turning the symmetrical jack used remains equal in magnitude, direction on the contrary, to turn in guarantee Disk is subjected only to the power to balance each other with moment of friction idol, and no tilting moment generates;

Misalignment of axe is mainly adjusted using continuous jack point operation control, if swivel finds have slight lateral to incline in place afterwards Oblique or height variation then uses jack suitably to jack up arch between upper lower burrs, is adjusted;

Sealing turntable:

By turning and being accurately positioned the stage and detect plan-position, after absolute altitude meets design requirement, support immediately at 8 Duis Shaped steel reaction frame is welded on the lower rotary table cushion cap of foot both sides, is squeezed into gad block, and by its temporary locking, is ensured that swivel unit no longer produces Raw displacement, cleans chassis upper surface, welds reserved steel bar, and formwork erection pours sealing concrete, top rotary table and lower rotary table is made to be linked to be one Body, vibration compacting when concreting, to ensure the closely knit connection of upper and lower disk;

Six, closure segment construction and system transform:

Closure segment construction is carried out according to the sequence of " first end bay, rear in across ", box beam swivel is to design precalculated position and to turning Body pallet carries out sealing, after the intensity of sealing coagulation body reaches the 100% of design strength, you can carries out box beam closure construction;

After closing up the locking of mouthful rigid support, carry out the closure segment construction of end bay, wait for end bay closure segment concrete strength and Elasticity modulus reaches design requirement post-stretching end bay and closes up beam, and removes temporary consolidation and temporary support, becomes single-cantilever body System, across closure segment concrete in then being poured using same method, stretch-draw prestressing force beam, form removal complete system transform.

It is an advantage of the invention that:Since it is bridge pier swivel, so being applicable to pier shaft apart from existing railway slope foot distance Across the railway bridge swivel Construction of continuous beam of hour, it is ensured that construction operation is completed in the case where not influencing both Wired Securities.

Specific implementation mode:

Using centre bearing rotation, it is aided with the scheme insured balance spike and stablized, and using centre bearing as swivel system, Swing system is set between levels cushion cap, and flexural pivot uses 30000KN grades of flexural pivots;The stainless steel of lower rotary table is arranged in lower cushion cap top surface Slideway, boosting reaction support, traction counter-force seat etc.;In upper cushion cap sole arrangement several groups steel pipe concrete spike, spike distance from bottom Lower rotary table slideway top surface 20mm, the gap unloaded between frame back brace foot plate surface and slideway top surface cannot be less than 5mm;In steel pipe concrete spike Tetrafluoro plate is set between slideway, and one layer of butter polytetrafluorethylepowder powder is applied in tetrafluoro board bottom face;Top rotary table both sides respectively use ZLD200 type 200t continuous jacks form traction couple as traction jack, and two common YDCW100 150 boostings of type are very heavy Top is as startup boosting jack;Traction counter-force seat is arranged in lower cushion cap, and hauling rope is arranged on the concrete pallet of cushion cap bottom, and It winds with one circuit;After the completion of box girder webs, start trailer system, upper cushion cap, pier shaft and box beam are formed whole around flexural pivot centre bit The axis pin Rotation Design angle installed after reaching design position and temporary spacing, connects vertical reinforcement and uses C50 micro- in time Gap between the upper lower cushion cap of expansive concrete filling carries out closing disk;

Concrete construction method:

One, drilled pile construction, using percussive drill pore-forming, hand fit's mechanical erection steel reinforcement cage and pouring underwater concrete Pile foundation construction is completed, steel reinforcement cage concentrates merogenesis making, on-site hoisting spreading;Concrete is transported by concrete mixing and transporting car to existing Field perfusion, using catheterized reperfusion underwater concrete, conduit diameter 300mm;

A, stake position setting-out:

The center that drilled pile is accurately measured with total powerstation, in the center position setting timber released, and The position setting fender pile for not influencing construction, marks the accurate location of stake position center and fender pile on timber with tingle, concrete is used in combination Fender pile is wrapped up, to the centrical check of stake when facilitating drilling, embedded casing after the completion of the setting-out of stake position;

B, protecting tube embedding:

Steel pile casting plays punching guiding and digs out the round pool of 30cm bigger than steel pile casting outer diameter at stake position before burying, deep Degree is fixed according to steel pile casting, and 30cm thickness clays are then filled in hole, and compaction in layers simultaneously flattens top surface, to bury steel pile casting, Restore stake holes center to cheating bottom by measurement, then casing is hung in hole bottom, adjustment casing position makes casing center and Kong Weizhong The heart overlaps, while with plumb bob inspection and mixing up casing verticality;Clay is symmetrically and evenly backfilled around casing, compaction in layers reaches To best compactness, rammer will prevent casing from tilting when filling out;It is by shaped steel symmetrical power transmission that casing is downward with drill bit after the completion of backfill Stop when being depressed into 0.3m above ground level;It pushes and checks casing plane deviation and tilt condition afterwards in place, if plane deviation is more than 30mm or slope are more than 1%, and casing should be transferred to reposition;

C, impact drill is installed:

When installing impact drill, drilling cramp will be fixed on platform, and pedestal will steadily (pedestal cannot push down steel pile casting), with anti-drilling Frame impacts and generates displacement or sinking, will impact hammer tip align piles position (or steel pile casting by the vertical of the wheel rim of drilling cramp top sheave Bottom) center, deviation is not greater than 2cm;

D, slurrying:

Mud is made of bentonite, soda ash, water:The weight ratio of bentonite, soda ash and water is 130:4.5:950;

Bentonite uses the high-quality sodium bentonite based on montmorillonite;

Soda ash main function is to increase pH value, and clay particle is made to be disperseed;

E, drilling and forming hole:

(1) before spudding in, appropriate clay is added in casing, but clay should not be excessively with anti-stick;When surface soil layer pine is dredged, The appropriate small slabstone of addition is also mixed, mud and clear water is then injected into, mud cream, stone is pressed to hole wall by the impact of tup, To reinforce casing angle;Aperture section should pore-creating repeatedly, to prevent collapse hole;

(2) it keeps boring hammer stabilization when just spudding in, be crept at a slow speed using small stroke, make aperture first segment that can play guiding vertically and make With, it will steadily when lifting conehead, block stamp not collide steel pile casting, after bottom hole is less than casing 2~3m of cutting shoe, if block stamp is in hole Middle holding is stablized and hole is vertical, then can suitably increase stroke;

(3) it should creep at a slow speed at soft or hard rock stratum interface, tilted to prevent stake holes;

(4) notice that the water-head in casing changes in drilling process at any time, slime water plane must be higher by casing foot in hole 0.5m or more, the damage casing cutting shoe hole wall in order to avoid mud face is rippled, but it is lower 0.3m than casing top surface, prevent mud from overflowing;Water level Timely moisturizing is answered to prevent cutting shoe from gushing sand when insufficient;

(5) when normal drilling, slag specimen is fished for immediately per drilling depth 2m or at soil layer variation, geological condition is judged, according to reality Border situation adjusts drilling machine drilling speed, penetration rate at any time;

F, borehole cleaning;

Borehole cleaning stretches into bottom hole position using slurry processes borehole cleaning is changed, by pump line, increases power and constantly send slurry into hole;Ensure clear Mud all technical reaches requirement in empty metapore, i.e.,:The mud hand for being discharged or extracting out in hole is touched without 2~3mm particles, mud Proportion is not more than 1.1, and sand factor is less than 2%, 17~20s of viscosity;Bottom hole sediment thickness before underwater concrete is poured, stanchion is little In 5cm, friction pile is not more than 20cm;

G, fabrication of reinforcing cage and installation:

Reinforcing bar cut end face after blanking is perpendicular to reinforcing bar axis, and hanging ring is arranged in the top of reinforcement cage skeleton, and hanging ring uses The identical reinforcing bar with main reinforcement diameter avoids collision hole wall, to prevent steel reinforcement cage using 3 points of lifting methods when lifting steel reinforcement cage enters hole It deforms when lifting, one of triangle inner support muscle is set every 2m, inner support muscle is stuck on reinforcing rib, when steel reinforcement cage is down toward aperture When remove inner support muscle;Steel reinforcement cage connection is welded using two-sided side item;

Sleeper is set up on the outside of casing, is ensured that sleeper is higher than casing top surface, is made hanging ring, pass through steel reinforcement cage top mark Height determines hanging ring length, and two hanging rings are passed through I-steel, and then frame is finally secured with main reinforcement single-sided welding on sleeper, weldering It stitches length and is not less than 10d;

Main reinforcement need to be arranged as ground rebar in each steel reinforcement cage, and ground connection main reinforcement joint is by the way of being welded with overlap joint reinforcing bar To ensure effectively connection, using double welded joint overlap welding;

Start concrete perfusion when, being put into water proof plug makes the concrete to fall in conduit be detached with mud, the purpose is to Under the gravity of concrete, water proof plug pushes down on water;Until the water in conduit is completely exhausted out, to complete first batch of coagulation The perfusion of soil;

The quantity of first batch of concrete perfusion should meet the requirement of conduit buried depth 1m or more for the first time;

First batch of concrete square amount calculates (formula is as follows):

V=π D2/4×(H1+H2)+πd2/4×h1

In formula:

The first batch of concrete requirement (m of V-perfusion3);

D-stake holes diameter (m);

H1-stake holes bottom to conduit bottom end spacing, generally 0.3-0.4m;

The first buried depth (m) of H2-conduit;

D-catheter diameter (m);

When h1-stake holes inner concrete reaches buried depth H2, outer (or mud) pressure of conduit inner concrete column equilibration conduit Required height (m);

Severe (the KN/m of water or mud in the holes h1=3The weight of the depth (m) of water or mud/concrete mix in) × hole Degree (takes 24KN/m3);

After first batch of concrete enters hole, probing immediately (plummet method) hole inner concrete face height calculates conduit buried depth, If meeting code requirement, i.e. normal perfusion;In filling process, conduit buried depth controls within 2m~6m, and surveys at any time The position for visiting stake holes inner concrete face, adjusts depth of tremie in time;Concrete answers continuous pouring, must not be interrupted in perfusion;

Perfusion close to stake top when, keep conduit in concrete pressure, avoid stake top density excessive and generate walk or Stake top concrete leakiness, loose phenomenon;The elevation of top surface of concrete is measured, control stake top perfusion absolute altitude is than design stake top mark High 1m or so, superfilled part should be cut before bearing platform construction;

When extracting final stage long duct, slow down rate of flooding, shape under conduit is squeezed into the mud for preventing stake top from precipitating At sand core;

After underwater gliders, the sundries of cleaning stake position surrounding is prepared for excavation of foundation pit;

Two, swivel structure construction:

Swivel structure is made of lower rotary table, flexural pivot, top rotary table, swivel trailer system;

Lower rotary table (lower cushion cap) is the basis for supporting swivel structure total weight, after the completion of swivel, with the common shape of top rotary table At basis, turntable uses C50 concrete, and the lower flexural pivot of rotor system, the annular slide track of spike and swivel are arranged on lower rotary table and leads Draw and boosting jack counter-force seat;

Lower rotary table pouring construction at twice;For the first time in binding bottom layer of the reinforcing steel, side reinforcing bar, interior vertical reinforcement, various pre- After burying reinforcing bar and built-in fitting, formwork erection pours horizontal 2.75m high concretes (flexural pivot locating rack bottom 15cm);Second in lower flexural pivot and After slideway installation is fixed, remaining reinforcing bar is bound, second layer 0.75m high concretes and jack counter-force seat are poured;

Flexural pivot by inlaying the fixation steel pin axis of tetrafluoroethene piece, upper and lower flexural pivot between upper and lower flexural pivot, flexural pivot, lower flexural pivot positions Steel locating rack forms, upper flexural pivot planar diameter 4.1m, lower flexural pivot planar diameter 3.8m;

Two stages of lower rotary table point pour, at first time casting concrete to lower flexural pivot locating rack bottom 15cm;Flexural pivot and cunning After road, built-in fitting, reinforcement installation are fixed, second of concrete is poured;

Locating rack installation is in such a way that spacer bar, positioning shaped steel and leveling backing plate are combined;Lower rotary table concrete is first It is secondary that before locating rack installation, leveling backing plate first is arranged in locating rack bottom corresponding position in pre-buried locating rack spacer bar when pouring, Each backing plate top surface highness change carries out precise alignment within 1mm, when locating rack is installed and adjusts its elevation of top surface, installs simultaneously Shaped steel is positioned, by locating rack and its spacer bar, positioning shaped steel firm welding;

Lower flexural pivot is suspended in midair using fixed adjustment frame and adjustment bolt, adjusts center, then by fixed adjustment spiral shell Bar rotates upwardly and downwardly adjustment absolute altitude;After the completion of being accurately positioned and adjusting, the center of lower rotary table flexural pivot, absolute altitude, flatness are answered It looks into;Center utilizes total powerstation inspection, absolute altitude to be adjusted by jack, uses precision for the spirit level of 0.03mm and steel Indium ruler multiple spot repetition measurement will tighten fixation after qualification on inspection between adjustment bolt and crossbeam, and between locating rack and lower flexural pivot The steel plate for welding 10cm long is reinforced fixing;

The adjustable slideway of annular of wide 0.65m, a diameter of 7.85m at slideway center are set below spike;

When construction, slideway locating rack is first installed, locating rack carries out slideway installation after installation is complete;Slideway scene is taken point Section assembling is adjusted using adjustment bolt and is fixed;Ensure that spike can slide in slideway when swivel, to keep swivel structure flat Surely;Slideway top surface is higher by lower rotary table top of concrete 1cm, and entire chute surface, in same level, relative relief is little In 2mm;

Lower flexural pivot and slideway install corresponding reinforcing bar and built-in fitting after installation is complete, carry out the secondary of lower rotary table concrete It pours;To prevent during construction in later period water or sundries to enter the gap between upper and lower flexural pivot, lower rotary table concrete top when construction Face is lower 2cm than lower flexural pivot top surface;

The installation steps of upper flexural pivot are as follows:

(1) flexural pivot spherical surface up and down is cleared up;

(2) it is put into butter polytetrafluoroethylene powder in central pin shaft casing, central pin shaft is put into casing, adjusts vertical Straight degree and peripheral clearance;

(3) polytetrafluoroethylene (PTFE) slider is installed from inside to outside on lower flexural pivot concave spherical surface, each slider should be located at same ball Face, error are not more than 0.9mm;The coating butter polytetrafluoroethylene powder between slider on spherical surface, makes butter polytetrafluoroethylene powder It is uniformly filled in the space between slider, and slightly above slider top surface;

(4) in place by the lifting of upper flexural pivot, pack into central pin shaft;Upper flexural pivot position is finely tuned with guide chain, is allowed to horizontal and under The outer ring gap of flexural pivot is vertical;

(5) flexural pivot, which installs, protects periphery, tight with adhesive tape winding package between upper and lower flexural pivot, it is ensured that impurity It does not enter in rubbing surface;

Counter-force seat reinforcing bar is bound after installation is complete, standing tree mould pours traction bearing concrete and boosting reaction support concrete;

The spike of 8 couples of double φ 650mm x 24mm, the high 0.785m of spike are equipped in turntable on corresponding slipway location altogether (limp of the 3cm containing bottom), spike steel pipe is interior to be perfused C50 slightly expanded concretes;A diameter of 7.85m of spike center line;Under Turntable concreting is completed, and installs spike after upper flexural pivot installation and boosting counter-force seat concrete placings, the sky between spike and slideway Gap is set as 20mm, and quartz sand is put in the gap between spike and slideway, is shaped using wooden frame in quartz sand surrounding;Root before swivel According to the gap between spike and slideway, mat formation polyfluortetraethylene plate in chute surface inner support sole, and in polyfluortetraethylene plate and cunning The contact surface in road applies butter polytetrafluoroethylene powder;When to ensure to unload frame, spike is not extruded closely with slideway, and sandbox is used before swivel As temporary support;Several sandboxes are set between spike on each turntable slideway, quartz sand is set in sandbox, sandbox uses preceding precompressed 35Mpa;

When construction plane and high process control are carried out using measuring instrument;Plane control uses total powerstation, makes the positioning of central point Precision reaches within ± 1mm;High process control uses spirit level, precision 0.03mm;

Top rotary table is constructed:

Upper cushion cap bottom layer of the reinforcing steel is after installation is complete, installation two beam hauling ropes of positioning, when to ensure to turn between hauling rope mutually The work that do not interfere, the 24 beam dextrorotation of hauling rope steel strand wires and 24 beam derotations;Pre-buried end of the hauling rope in concrete is anchored using anchorage, And plan-position and the height of steel strand wires are determined using the fixing steel plate being fixed on bottom layer of the reinforcing steel, with the anchoring of a pair of hauling rope The center of circle of turntable is held on the same line and is symmetrical with, the pre-buried height and traction force direction of every rope should be consistent, and every rope buries Enter turntable length 5.47m (be more than 3m), when construction, pre-buried hauling rope spacer bar, and it is deep at hauling rope center to reserve 25mm Semicircular notch, hauling rope leaks outside, and part is smoother to be wrapped in around turntable, is held on embedded ribs without interfering with each other;

Top rotary table sets vertically and horizontally presstressed reinforcing steel, longitudinally sets 24 5 steel strand wires of 12-7 φ, laterally sets 30 5 steel of 12-7 φ and twists Line;Vertical, horizontal steel strand wires one-end tension, stretching end, anchored end interlaced arrangement, stretching end use 15-12 anchorages, fixing end to use 15-12P anchorages;Pipeline uses internal diameter φ 90mm metal bellows, when construction, with spacer bar by pipeline by design position installation Fixed, after top rotary table concrete strength reaches the 100% of design strength, 50% vertical, horizontal steel strand wires of pretensioning, then slip casting is sealed Anchor, after vertical, horizontal pipeline slurry intensity reaches design requirement, the other half vertical, horizontal steel strand wires of tensioning, last slip casting envelope Anchor;Pipeline pneumatic mortar is 40MPa with strength of cement grout;

Top rotary table concrete placings:

Top rotary table (upper cushion cap) pouring construction at twice;For the first time after the completion of upper flexural pivot, steel spike, flexural pivot steel is installed Muscle mesh sheet, turntable reinforcing bar pour turntable 1.7m high concretes;Second pre-buried in installation is complete top rotary table other reinforcing bars, pier shaft After muscle, top rotary table 2.0m high concretes are poured;Cushion cap uses C50 concretes, pours sequence from periphery to center, planar layer pours height Spend 30cm to 40cm or so;

Upper and lower turntable temporary constraint:

When Dun Liang constructs, to ensure that relative displacement and rotation does not occur, limit is installed between the spike of lower cushion cap top surface Beam is limited and arranges bracing members between beam and support leg, be used in combination bquster urgent, before rotator construction, destroy rigid chock, turned with profit Body, while member-retaining portion limits shaped steel, is used as starting boosting reaction beam;

Three, pier construction:

Middle pier concrete pours completion for 1 time, and 2 sections of cast of abutment pier concreting point are poured into a mould 9m high, poured for the second time for the first time Build remainder;

Pier shaft is grounded and is connected with cushion cap, and insulation board is being set close to circuit;

Using double-row steel pipe scaffold, array pitch 0.9m, step pitch 1.2m, upright bar spacing 1.2m sets away from ground 0.2m high and sweeps the floor Bar sets Crossing brace together along shelf short transverse every 4m or so, and the angle on Crossing brace and ground is between 45 degree to 60 degree, foot Clear distance is not less than 0.5m between hand cradle and pier shaft punching block;

Pier shaft uses truss-like entirety punching block, and template is assembled integral at the scene, installs truss support, using crane entirety Lifting is in place, is connected and fixed with the pre-buried shaped steel of cushion cap;

Before concreting, cushion cap and pier shaft joint concrete are subjected to dabbing, remove laitance and loose part, is rinsed Totally, and connection reinforcing bar is rebuild;

Symmetrical horizontal slice carries out in the entire plane section of pier shaft when pouring, and pours layer thickness control within 30cm, ensures Concrete compaction and surface are smooth neat, no cushion block trace;

Pier concrete reaches form removal after strength of mould stripping, and when form removal will touch tip-tap, in order to avoid damage main body concrete Corner angle or cause scar in concrete surface;

Concrete after form removal uses the non-woven geotextile of heat and moisture preserving to cover immediately, outer patch water proof plastic film, not between Disconnected maintenance, curing time are no less than 7 days, remove non-woven geotextile later, then closely covered with plastic film, moisture-keeping maintaining 14 days More than;

Main pier bearing installation and temporary consolidation construction:

To ensure that the bridge cantilever cast stage can resist unbalanced moments, pier consolidation measure, tool are set at pier top position Body is designed as:Pre-buried specification is φ 32mm finish rolling deformed bars in pier stud, and finish rolling deformed bar penetrates case by temporary support Beam 0# block bottom plates, are poured into a mould together with box beam, after box beam 0# block casting completes, complete pier consolidation;

Permanent bearing installation:

Continuous box girder uses GTQZ spherical steel supports, and side bearing is 5000KN grades, middle bearing is 17500KN grades, respectively Longitudinally-moving (ZX), laterally (HX), multidirectional movable (DX) and four class of fixed (GD) bearing, anchor bolt+bottom is used with beam body and pier The mode of column connect anchoring with holder base plate combination, and wherein hold-down support is laid in the left side of bridge pier;

It constructs before pinner, with reference to bearing tonnage prepared screw-bolt hole, the diameter tolerance of preformed hole is 0-20mm, hole depth Tolerance is 0-50mm, and repetition measurement should be carried out to absolute altitude, flatness, reserved hole site in time after casting complete;

Bearing pad stone is disposed and after dabbing, can start to install according to determining type of support, larger for weight Bearing need to be adjusted absolute altitude and flatness using 3 tons of jack, smaller is adjusted using gad, and adjustment terminates to go through Absolute altitude, flatness, center line and the gap between pinner start the vertical grouting template of branch, carrier setting bolt hole and bed course one after errorless Perfusion is played, bearing installation uses gravity type grouting method, and perfusion must assure that trickles around from bearing center, installs rear support Bottom plate quadrangle height difference is not more than 1mm;

Bracket precompressed:

Pier shaft lays 2 Pin shelf brackets per side, and bracket main member (cross bar, montant and brace) uses [the 36b channel steels of Two bors d's oeuveres And I36b I-steel, bracket welding use fillet weld connection type, φ 25mm reinforcing bars to be not less than with steel plate throat depth when assembled 7.5mm, steel plate are not less than 6.7mm with channel steel throat depth, and bracket adds 2cm thickness with steel plate junction and reinforces steel plate;Bracket water Set that [for 16a channel steel bridgings for increasing bracket stability, bracket top direction across bridge lays I36b I-steel point at flat bar and brace With beam, 15*15cm lumps of wood framed bents, the 10*10cm back ribs lumps of wood and bamboo slab rubber are laid in distribution beam top;Holder is installed;

Preloading method:Load precompressed is carried out using concrete precast block precompressed, prefabricated block size is:1.5m*0.9m* 0.7m, weight 2.2T;

Observation point is laterally arranged in box beam wing plates on two sides edge, each setting 1 of web and bottom plate center, each section Measuring point 5 is set altogether, and longitudinal No. 0 block both sides bracket position respectively sets 2 sections;Observation point be provided with after to the elevation of each point into Row measures record comprehensively;

Hierarchical loading:When load load 60%, the load of 80%, 100% point of three-level are calculated according to precompressed, when load, according to Different positions is loaded using the concrete block of weight 2.2t respectively;

Measure elasticity and inelastic deformation:

Absolute altitude=elastic deformation amount+inelastic deformation amount after initial absolute altitude-load;

Absolute altitude=inelastic deformation amount after initial absolute altitude-unloading;

Absolute altitude before absolute altitude-unloading after unloading=elastic deformation amount;

Readjust bed die absolute altitude, bed die absolute altitude=design floor level+elastic deformation amount;

Template:

1. bed die:Using timber structure template;

2. outer side mold:It using Hanging Basket cantilever section template, is supported on bracket cantilever crossbeam, hanging basket formwork is using sizing truss Formula large area punching block, back cord are shaping type steel truss, and external mold frame steel truss divides into bowl buckle holder as edge of a wing board concrete lotus The holder of load;

3. internal model and end mould:

Box girder inner formwork and diaphragm plate template use wood glue plate or bamboo slab rubber, people hole template to be made of 1.5cm thickness bamboo slab rubbers, Box beam seam longitudinal reinforcement is stretched out template by box beam end head formwork using sizing punching block (steel plate thickness 5mm), in the end holes Mo Shangge, Template assembly is bound alternately with reinforcing bar, is first carried out bottom plate, outboard template assembly, is then carried out bottom plate and web steel Muscle, installed under prestressing, then inner template assembly is carried out, finally carry out roof steel bar and installed under prestressing;

It is as follows that reinforcing bar, presstressed reinforcing steel and bellows bind molding sequence of construction:

Bind baseplate reinforcing bar, binding web and partition wall reinforcing bar, installation vertical prestressing pipeline and presstressed reinforcing steel, installation web Roof steel bar is bound after interior longitudinal corrugated pipe, installation internal model, top plate prestress pipe is installed;

Concrete by from side in, the sequence of first bottom plate, again web and top plate pour concrete, construction joint is not stayed in centre, in concrete placings When take in the prefabricated two lower grey-ways of top plate flank reinforcement location;The first one-piece casting 50cm thickness concretes on bottom plate, then it is prefabricated from plate Lower grey-way pour bottom plate, web, while pouring interval beam concrete;Web concrete uses placement layer by layer, lift height to be not more than 30cm;

Continuous beam concrete curing:

(1) after filling concrete, plastic covering film is retained immediately, lid parasol;Wait for that concrete surface hardens To when can go up people, starting to carry out plastering operation to beam face, plaster operation when answer the plastic covering film when smearing;

(2) after concrete coating process, sprinkled water using geotextiles covering on beam body surface, and plastic covering on it Film, beam body watering number should be to keep concrete surface fully moist for degree;

(3) maintenance in continuous beam;

Bridge direction Prestress tendon is indulged in beam and uses rear lashing method, but for the Prestress tendon of one-end tension, using elder generation Lashing method;

Longitudinal prestressing muscle uses normal intensity 1860Mpa, diameter phi 15.2mm steel strand wires, anchoring system to use self-anchored type Wire drawing system;

Transversely prestressed bars also use normal intensity 1860Mpa, diameter phi 15.2mm steel strand wires, on top plate and pier stud Every beam location arrangements, anchoring system uses BM15-4P anchorages and mating bearing plate, transverse prestress to use one-end tension Technique;

Vertical prestressing bar uses the high-strength finish rolling deformed bars of φ 32mm, ultimate tensile intensity 830MPa, tensioning control under anchor Power processed is 705.5MPa, and anchoring system uses JLM-25 type anchorages;

Tensioning:

Tension of prestressed tendon construction one-off construction is completed, and when beam body intensity reaches the 95% of design, elasticity modulus reaches Design 100%, and the age of concrete be more than 7 days when can carry out tensioning;

Presstressed reinforcing steel uses both ends synchronous tension, and symmetrical progress, maximum imbalance beam that 1 beam, tensioning is not to be exceeded Sequence is first web beam, and rear top plate beam (bottom plate Shu Junwei closes up beam, and tensioning is carried out after closure of bridge structure), tensioning should be from outside to inside Symmetrical to carry out, each segment pretensioning is longitudinal vertical lateral again again, and timely mud jacking, stretching process will keep both ends elongation as possible Unanimously;

Initial tensioning force is controlled by 20% stress under anchorage, and tensioning holds lotus 3 minutes or more to after designing stress under anchorage, and measurement is stretched Long value oil return anchors, and all prestressed stretch-draws are all made of dual control method, i.e. elongation and control stress for prestressing, actual elongation value and reason By elongation control in ± 6%, top plate transverse prestress carries out tensioning using YDC150Q type jack, and tensioning is using single-ended Alternately, pier top diaphragm plate also uses single-ended alternately tensioning, tension sequence:To the symmetrical tensioning in inside on the outside of from partition board;

After whole tensioning, pipeline pneumatic mortar operation is carried out within 2 days;When mud jacking, to curve duct and vertical duct from Minimum point is pressed into;To the duct of upper lower leaf setting in structure or component, the sequence that gets on, get off mud jacking, the mud jacking of same pipeline is wanted It is carried out continuously, it is primary to complete;Intelligent mud jacking system can carry out mud jacking to two ducts simultaneously, and the mud jacking of same component will be 5 It is fully completed in hour;

Sealing off and covering anchorage:

Stretching end uses C50 concrete sealing off and covering anchorages, and envelope is filled out in concrete gap with C50 cement mortars, in the old and new's coagulation before concreting Dabbing on native faying face, dabbing utilizes manual method, using the connection of hair clasp and hand hammer dabbing old concrete and novel concrete face Position exposes fresh concrete area and is not less than the gross area 75%, is rinsed with water later clean and makes New-old concrete contact surface Can fully be poured after water suction, and require vibration compacting, press polish of plastering in time, after sealing off and covering anchorage concrete with former end face faulting of slab ends not More than 2mm;

Brushing polyurethane water-proof paint, brushing thickness are 1.5mm;

Cradle assembly;Hanging Basket is mainly by main couple, walking and anchor system, boom system, collet system, template system five Most of composition;

Four, cantilever segment construction:

The construction of continuous beam cantilever section is constructed using Hanging Basket cantilever mode, (tensioning, slip casting after the completion of previous block is constructed Complete), it is moved by Hanging Basket, moves to next block, and adjusted bed die absolute altitude and realize block height change, by previous Block reserves the fixation of anchor hole progress Hanging Basket after Hanging Basket;

Foundation, which uses to change, under straightway concrete continuous footing fills out building brick Slag treatment, changes and fills out depth 1.5m, changes and fill out Top surface foundation bearing capacity is not less than 159Kpa, changes and fills out base bearing capacity not less than 89Kpa;Ground, which changes, to be filled out compaction in layers and detects, Lift height is not more than 30cm;

Holder is set up:

Straightway uses diameter 530mm, wall thickness 10mm steel-pipe pile holders, one campshed of pier side to be set to cushion cap top, remaining row Stake sets C25 concrete continuous footings;

Pre-buried steel plate thickness 20mm, top surface are flushed with concrete surface, and every block of steel plate sets 2 50cm long anchor bars, anchor rib Using φ 16mm round bars, straightway pre-embedded steel slab 2 × 2.5m of spacing is longitudinally arranged symmetrically, steel-pipe pile and pre-embedded steel slab It is welded to connect;

By the progress synchronous with beam portion construction of shield, side straight wall and contact net upright post basic, construction completion before turning;

Five, bridge rotating:

Bridge formally before swivel, need to carry out blance test of weighing, test the unbalanced moments of rotor sections, eccentricity, rub The moment of resistance and friction coefficient parameter, realize the counterweight requirements of bridge rotating;

Preparation before weighing

(1) across the hanger of closure segment in installing;

(2) back all material, equipment, equipment are removed;

(3) top rotary table spike lower skateboard is checked;

(4) jack, long range dial gage are placed;

(5) striking, sandbox install butter polyfluortetraethylene plate under spike;

(6) whether observation swivel structure tilts and inclined direction is to determine its state;

Experiment of weighing:

Jack applied force is used under top rotary table, measures flexural pivot by static friction state to dynamic friction state with displacement respectively Critical value, the force differences of top rotary table both sides is uneven weight;

Implement two in the cushion cap sole arrangement jack and displacement sensor of two width beams according to the test method of the state The unbalanced moments of width beam is tested;

Rotator construction device configuration:

Each bridge pier swivel one automatic continuous jacking rotor system of configuration and a boosting rotor system, are automatically continuously pushed up Rotor system is pushed away to be made of a QK-8 master station, two ZLD200 type 200t continuous jacks and two ZLDB hydraulic power units, The automatic continuous jacking rotor system can provide required all torsion torque after swivel structure starts;Boosting rotor system is by two YDCW150 type 150t jack and two ZB4-500 type oil pumps are constituted;

Two continuous jacks are horizontal, parallel respectively, it is symmetrical be arranged in turntable both sides, the center line of jack must be with Top rotary table outer circle is tangent, and the center line of centerline height and the pre-buried steel strand wires of top rotary table is horizontal, while requiring two jack to upper The distance of turntable is equal, and is detached from the point of contact distance of steering cable saddle more than 5 meters away from hauling rope;Jack is positioned over mating counter-force On frame, reaction frame is fixed by electric welding or high-strength bolt with counter-force pier, and counter-force pier allows for bearing 200t pulling force with reaction frame Effect;

Swivel turntable is embedded with two beam hauling ropes, by 24 strength grades is that 1860Mpa, 7 φ, 5 steel strand wires form per beam, Every 7 φ, 5 steel strand wires can bear maximum pull 26t, and the maximum pull born per beam is 624t;

Rusty stain, the greasy dirt that each steel strand surface is cleaned when pre-buried hauling rope are sequentially twined along the arrangement of set cableway by root Around rear, pass through ZLD200 type successively incremeantal launching method jack, the fixed anchorage of other end setting of hauling rope pre- when top rotary table pours It is embedded in top rotary table concrete bodies, as hauling rope fixing end;

Pre-buried good steel strand wires hauling rope is passed through into jack along lead after top rotary table, the folder of jack is used in combination Tight device clamps;It first uses YDCW150 types jack to be pre-tightened to steel strand wires by root under 5~10Mpa oil pressure, then passes through pushing tow thousand Jin is withstood under 2~3Mpa oil pressure to the beam steel strand wires integral pre-tightening, keeps each steel strand wires holding force of two beam hauling ropes almost the same, is drawn It rustling sound road should be on same absolute altitude with corresponding jack axial line;

When beam body will be in place, stop the continuous duty of continuous jack, is at crawl working condition, until Swivel is in place;

Two piers start simultaneously when bridge rotating, and continuous jack nominal oil pressure is identical, and swivel uses two sets of model of the same race Hydraulic test, the good oil meter pressure of state modulator provided by verification report when swivel, the point in top rotary table outermost circumference are per minute 5.2cm is rotated, 50 scales is evenly arranged by every segment length 2.6cm on turntable before swivel, two is observed at any time during swivel Turntable turns over scale, observe two swivels steel strand wires whether constant speed;

I40a I-shaped goosenecks are installed in swivel on-station position before swivel, make I-shaped gooseneck and turntable spike contact position On-station position is as turned, every swivel is both provided with 6 insurance spikes, spike limp bottom surface between the slideway of upper and lower disk Be reserved with the gap of 20mm apart from slideway top surface, swivel structure it is accurate it is in place after, being folded arms using steel is carried out pad and fixes, and electricity consumption Weldering by steel fold arms same spike limp steel plate, together with upper disk slideway pre-embedded steel slab carry out comprehensive weld connection immediately;

It first allows auxiliary jack to reach predetermined tonnage, starts dynamical system equipment, and it is made to be run under " automatic " state;

The active force for each turning the symmetrical jack used remains equal in magnitude, direction on the contrary, to turn in guarantee Disk is subjected only to the power to balance each other with moment of friction idol, and no tilting moment generates;

Misalignment of axe is mainly adjusted using continuous jack point operation control, if swivel finds have slight lateral to incline in place afterwards Oblique or height variation then uses jack suitably to jack up arch between upper lower burrs, is adjusted;

Sealing turntable:

By turning and being accurately positioned the stage and detect plan-position, after absolute altitude meets design requirement, support immediately at 8 Duis Shaped steel reaction frame (being accurately positioned pre-embedded steel slab in advance) is welded on the lower rotary table cushion cap of foot both sides, squeezes into gad block, and it is interim Locking ensures that swivel unit no longer generates displacement, cleans chassis upper surface, weld reserved steel bar, formwork erection pours sealing concrete (C50 microdilatancies concrete) makes top rotary table be connected with lower rotary table, vibration compacting when concreting, to ensure that upper and lower disk is closely knit Connection;

Six, closure segment construction and system transform:

Closure segment construction is carried out according to the sequence of " first end bay, rear in across ", box beam swivel is to design precalculated position and to turning Body pallet carries out sealing, after the intensity of sealing coagulation body reaches the 100% of design strength, you can carries out box beam closure construction;

After closing up the locking of mouthful rigid support, carry out the closure segment construction of end bay, wait for end bay closure segment concrete strength and Elasticity modulus reaches design requirement post-stretching end bay and closes up beam, and removes temporary consolidation and temporary support, becomes single-cantilever body System, across closure segment concrete in then being poured using same method, stretch-draw prestressing force beam, form removal complete system transform.

Claims (1)

1. across railway bridge swivel continuous beam construction method, it is characterized in that:Concrete construction method:
One, drilled pile construction is installed steel reinforcement cage and pouring underwater concrete completes pile foundation construction, adopted using percussive drill pore-forming With catheterized reperfusion underwater concrete, conduit diameter 300mm;
A, stake position setting-out:
The center that drilled pile is accurately measured with total powerstation is arranged timber in the center position released, and shield is arranged Stake, marks stake position center and the position of fender pile on timber, and concrete is used in combination to wrap up fender pile, embedded casing after the completion of the setting-out of stake position;
B, protecting tube embedding:
Steel pile casting plays punching guiding and digs out the round pool of 30cm bigger than steel pile casting outer diameter at stake position before burying, depth according to It is fixed according to steel pile casting, 30cm thickness clays are then filled in hole, compaction in layers simultaneously flattens top surface, restores stake holes center by measurement It is hung in hole bottom to hole bottom, then by casing, adjustment casing position makes casing center be overlapped with hole position center, and it is vertical to mix up casing Degree;Clay, compaction in layers are symmetrically and evenly backfilled around casing;After the completion of backfill, it will be protected by the symmetrical power transmission of shaped steel with drill bit Cylinder stops when being pressed downward to 0.3m above ground level;
C, impact drill is installed:
When installing impact drill, drilling cramp is fixed on platform, will impact hammer tip align piles position by the vertical of drilling cramp top sheave wheel rim Center, deviation are not greater than 2cm;
D, slurrying:
Mud is made of bentonite, soda ash, water:The weight ratio of bentonite, soda ash and water is 130:4.5:950;
Bentonite uses the high-quality sodium bentonite based on montmorillonite;
Soda ash main function is to increase pH value, and clay particle is made to be disperseed;
E, drilling and forming hole:
(1) before spudding in, appropriate clay is added in casing;When surface soil layer pine is dredged, the appropriate small slabstone of addition is also mixed, then Mud and clear water are injected, mud cream, stone are pressed to hole wall by the impact of tup, to reinforce casing angle;Aperture section should be made repeatedly Hole;
(2) it keeps boring hammer stabilization when just spudding in, makes aperture first segment that can play the guiding role vertically, block stamp keeps off when lifting conehead Hit steel pile casting;
(3) it should be crept at a slow speed at soft or hard rock stratum interface;
(4) the water-head variation in casing is paid attention in drilling process at any time, in hole slime water plane must be higher by casing foot 0.5m with On, the damage casing cutting shoe hole wall in order to avoid mud face is rippled, but it is lower 0.3m than casing top surface, prevent mud from overflowing;When water level deficiency Timely moisturizing is answered to prevent cutting shoe from gushing sand;
(5) when normal drilling, slag specimen is fished for immediately per drilling depth 2m or at soil layer variation, geological condition is judged, according to practical feelings Condition adjusts drilling machine drilling speed, penetration rate at any time;
F, borehole cleaning;
Borehole cleaning stretches into bottom hole position using slurry processes borehole cleaning is changed, by pump line, increases power and constantly send slurry into hole;After guarantee empties Mud all technical reaches requirement in hole, i.e.,:The mud hand for being discharged or extracting out in hole is touched without 2~3mm particles, mud balance No more than 1.1, sand factor is less than 2%, 17~20s of viscosity;Bottom hole sediment thickness before underwater concrete is poured, stanchion is not more than 5cm, friction pile are not more than 20cm;
G, fabrication of reinforcing cage and installation:
Reinforcing bar cut end face after blanking is perpendicular to reinforcing bar axis, and hanging ring is arranged in the top of reinforcement cage skeleton, and lifting steel reinforcement cage enters It using 3 points of lifting methods when hole, deforms when to prevent reinforcing bar cage hoisting, one of triangle inner support muscle, inner support is set every 2m Muscle is stuck on reinforcing rib, and inner support muscle is removed when steel reinforcement cage is down toward aperture;
Sleeper is set up on the outside of casing, ensures that sleeper is higher than casing top surface, makes hanging ring, and two hanging rings are passed through into I-shaped Steel, then frame on sleeper, finally with main reinforcement weld;
Main reinforcement need to be arranged as ground rebar in each steel reinforcement cage, and ground connection main reinforcement joint uses the mode for being welded with overlap joint reinforcing bar to protect Card effectively connection;
When starting concrete perfusion, being put into water proof plug makes the concrete to fall in conduit be detached with mud, and the purpose is in coagulation Under the gravity of soil, water proof plug pushes down on water;Until the water in conduit is completely exhausted out, to complete first batch of concrete Perfusion;
The quantity of first batch of concrete perfusion should meet the requirement of conduit buried depth 1m or more for the first time;
After first batch of concrete enters hole, probing hole inner concrete face height, calculates conduit buried depth, is wanted if meeting specification immediately It asks, i.e. normal perfusion;In filling process, conduit buried depth controls within 2m~6m, and coagulation in probing stake holes at any time The position in native face, adjusts depth of tremie in time;Concrete answers continuous pouring, must not be interrupted in perfusion;
When perfusion is close to stake top, the concrete pressure in conduit is kept;Measure the elevation of top surface of concrete, control stake top perfusion Absolute altitude is higher 1m or so than design stake top absolute altitude, and superfilled part should be cut before bearing platform construction;
When extracting final stage long duct, slow down rate of flooding;
Two, swivel structure construction:
Swivel structure is made of lower rotary table, flexural pivot, top rotary table, swivel trailer system;
Lower rotary table is the basis for supporting swivel structure total weight, after the completion of swivel, basis is collectively formed with top rotary table, turntable is adopted With C50 concrete, the lower flexural pivot of setting rotor system, the annular slide track of spike and swivel traction and boosting jack on lower rotary table Counter-force seat;
Lower rotary table pouring construction at twice;For the first time in binding bottom layer of the reinforcing steel, side reinforcing bar, interior vertical reinforcement, various pre-buried steels After muscle and built-in fitting, formwork erection pours horizontal 2.75m high concretes;For the second time after lower flexural pivot and slideway installation are fixed, it is bound Remaining reinforcing bar pours second layer 0.75m high concretes and jack counter-force seat;
Flexural pivot is by inlaying the fixation steel pin axis of tetrafluoroethene piece, upper and lower flexural pivot between upper and lower flexural pivot, flexural pivot, lower flexural pivot positions steel and determines Position frame composition, upper flexural pivot planar diameter 4.1m, lower flexural pivot planar diameter 3.8m;
Two stages of lower rotary table point pour, at first time casting concrete to lower flexural pivot locating rack bottom 15cm;It is flexural pivot and slideway, pre- After embedded part, reinforcement installation are fixed, second of concrete is poured;
Locating rack installation is in such a way that spacer bar, positioning shaped steel and leveling backing plate are combined;Lower rotary table concrete pours for the first time When building, before locating rack installation, leveling backing plate first is arranged in locating rack bottom corresponding position in pre-buried locating rack spacer bar, each to pad Plate top surface highness change carries out precise alignment within 1mm, when locating rack is installed and adjusts its elevation of top surface, while installing positioning Shaped steel, by locating rack and its spacer bar, positioning shaped steel firm welding;
Lower flexural pivot is suspended in midair using fixed adjustment frame and adjustment bolt, adjusts center, then by fixed adjustment screw Lower rotation adjusts absolute altitude;After the completion of being accurately positioned and adjusting, the center of lower rotary table flexural pivot, absolute altitude, flatness are checked;In Heart position utilizes total powerstation inspection, absolute altitude to be adjusted by jack, uses precision for the spirit level of 0.03mm and steel indium ruler Multiple spot repetition measurement will be tightened fixation after qualification on inspection, and be welded between locating rack and lower flexural pivot between adjustment bolt and crossbeam The steel plate of 10cm long is reinforced fixing;
The adjustable slideway of annular of wide 0.65m, a diameter of 7.85m at slideway center are set below spike;
When construction, slideway locating rack is first installed, locating rack carries out slideway installation after installation is complete;Take segmented in slideway scene Assembly is adjusted using adjustment bolt and is fixed;Ensure that spike can slide in slideway when swivel;Slideway top surface is higher by lower rotary table coagulation Native top surface 1cm, and entire chute surface, in same level, relative relief is not more than 2mm;
Lower flexural pivot and slideway install corresponding reinforcing bar and built-in fitting after installation is complete, carry out the secondary of lower rotary table concrete and pour; To prevent during construction in later period water or sundries to enter the gap between upper and lower flexural pivot, when construction under lower rotary table top of concrete ratio The low 2cm in flexural pivot top surface;
The installation steps of upper flexural pivot are as follows:
(1) flexural pivot spherical surface up and down is cleared up;
(2) it is put into butter polytetrafluoroethylene powder in central pin shaft casing, central pin shaft is put into casing, adjusts verticality With peripheral clearance;
(3) polytetrafluoroethylene (PTFE) slider is installed from inside to outside on lower flexural pivot concave spherical surface, each slider should be located at same spherical surface, Error is not more than 0.9mm;The coating butter polytetrafluoroethylene powder between slider on spherical surface, makes butter polytetrafluoroethylene powder uniformly fill Space between full slider, and slightly above slider top surface;
(4) in place by the lifting of upper flexural pivot, pack into central pin shaft;Finely tune upper flexural pivot position with guide chain, be allowed to it is horizontal and with lower flexural pivot Outer ring gap is vertical;
(5) flexural pivot, which installs, protects periphery, tight with adhesive tape winding package between upper and lower flexural pivot, it is ensured that impurity not into Enter into rubbing surface;
Counter-force seat reinforcing bar is bound after installation is complete, standing tree mould pours traction bearing concrete and boosting reaction support concrete;
The spike of 8 couples of double φ 650mm x 24mm, the high 0.785m of spike, spike are equipped in turntable on corresponding slipway location altogether C50 slightly expanded concretes are perfused in steel pipe;A diameter of 7.85m of spike center line;It is completed in lower rotary table concreting, upper ball Spike is installed after hinge installation and boosting counter-force seat concrete placings, the gap between spike and slideway is set as 20mm, spike and slideway it Between gap put quartz sand, shaped using wooden frame in quartz sand surrounding;According to the gap between spike and slideway before swivel, Mat formation polyfluortetraethylene plate in chute surface inner support sole, and butter polytetrafluoroethyl-ne is applied in the contact surface of polyfluortetraethylene plate and slideway Alkene powder;Several sandboxes are set between spike on each turntable slideway, quartz sand is set in sandbox, sandbox uses preceding precompressed 35Mpa;
When construction plane and high process control are carried out using measuring instrument;Plane control uses total powerstation, makes the positioning accuracy of central point Reach within ± 1mm;High process control uses spirit level, precision 0.03mm;
Top rotary table is constructed:
Upper cushion cap bottom layer of the reinforcing steel after installation is complete, do not do mutually when to ensure to turn between hauling rope by installation two beam hauling ropes of positioning The work disturbed, the 24 beam dextrorotation of hauling rope steel strand wires and 24 beam derotations;Pre-buried end of the hauling rope in concrete is anchored using anchorage, and profit Plan-position and the height of steel strand wires are determined with the fixing steel plate being fixed on bottom layer of the reinforcing steel, the anchored end with a pair of hauling rope exists On same straight line and it is symmetrical with the center of circle of turntable, the pre-buried height and traction force direction of every rope should be consistent, every rope embedment turn Disk length 5.47m, when construction, pre-buried hauling rope spacer bar, and the semicircular notch of 25mm depths is reserved at hauling rope center, it leads Straw line leaks outside, and part is smoother to be wrapped in around turntable, is held on embedded ribs without interfering with each other;
Top rotary table sets vertically and horizontally presstressed reinforcing steel, longitudinally sets 24 12-7 φ 5mm steel strand wires, laterally sets 30 12-7 φ 5mm steel and twists Line;Vertical, horizontal steel strand wires one-end tension, stretching end, anchored end interlaced arrangement, stretching end use 15-12 anchorages, fixing end to use 15-12P anchorages;Pipeline uses internal diameter φ 90mm metal bellows, when construction, with spacer bar by pipeline by design position installation Fixed, after top rotary table concrete strength reaches the 100% of design strength, 50% vertical, horizontal steel strand wires of pretensioning, then slip casting is sealed Anchor, after vertical, horizontal pipeline slurry intensity reaches design requirement, the other half vertical, horizontal steel strand wires of tensioning, last slip casting envelope Anchor;Pipeline pneumatic mortar is 40MPa with strength of cement grout;
Top rotary table concrete placings:
Top rotary table pouring construction at twice;For the first time after the completion of upper flexural pivot, steel spike, flexural pivot reinforced mesh, turntable are installed Reinforcing bar pours turntable 1.7m high concretes;Second after installation is complete top rotary table other reinforcing bars, pier shaft embedded ribs, pours Turntable 2.0m high concretes;Cushion cap uses C50 concretes, pours sequence from periphery to center, planar layer pours height 30cm and arrives 40cm or so;
Upper and lower turntable temporary constraint:
When Dun Liang constructs, to ensure that relative displacement and rotation does not occur, installation limit beam, limit between the spike of lower cushion cap top surface Bracing members are arranged between position beam and support leg, is used in combination bquster urgent, before rotator construction, destroys rigid chock, are turned with profit, simultaneously Member-retaining portion limits shaped steel, is used as starting boosting reaction beam;
Three, pier construction:
Middle pier concrete pours completion for 1 time, and 2 sections of cast of abutment pier concreting point are poured into a mould 9m high, poured for the second time surplus for the first time Remaining part point;
Pier shaft is grounded and is connected with cushion cap, and insulation board is being set close to circuit;
Using double-row steel pipe scaffold, array pitch 0.9m, step pitch 1.2m, upright bar spacing 1.2m sets bar of sweeping the floor, edge away from ground 0.2m high Shelf short transverse sets Crossing brace together every 4m or so, and the angle on Crossing brace and ground is between 45 degree to 60 degree, scaffold Clear distance is not less than 0.5m between pier shaft punching block;
Pier shaft uses truss-like entirety punching block, and template is assembled integral at the scene, truss support is installed, using crane integral hoisting In place, it is connected and fixed with the pre-buried shaped steel of cushion cap;
Before concreting, cushion cap and pier shaft joint concrete are subjected to dabbing, remove laitance and loose part, rinsed dry Only, and connection reinforcing bar is rebuild;
Symmetrical horizontal slice carries out in the entire plane section of pier shaft when pouring, and pours layer thickness control within 30cm, ensures coagulation Soil is closely knit and surface is smooth neat, no cushion block trace;
Pier concrete reaches form removal after strength of mould stripping;
Concrete after form removal uses the non-woven geotextile of heat and moisture preserving to cover immediately, and outer patch water proof plastic film is uninterrupted to support Shield, curing time is no less than 7 days, removes non-woven geotextile later, then closely covered with plastic film, moisture-keeping maintaining 14 days with On;
Main pier bearing installation and temporary consolidation construction:
To ensure that the bridge cantilever cast stage can resist unbalanced moments, pier consolidation measure is set at pier top position, in pier stud Interior pre-buried specification is φ 32mm finish rolling deformed bars, and finish rolling deformed bar penetrates box beam 0# block bottom plates by temporary support, with case Beam is poured into a mould together, after box beam 0# block casting completes, completes pier consolidation;
Permanent bearing installation:
Continuous box girder uses GTQZ spherical steel supports, and side bearing is 5000KN grades, middle bearing is 17500KN grades, respectively longitudinally Activity, laterally, multidirectional activity and four class of hold-down support, with beam body and pier using anchor bolt+foundation by the way of and holder base plate group Conjunction mode connects anchoring, and wherein hold-down support is laid in the left side of bridge pier;
It constructs before pinner, with reference to bearing tonnage prepared screw-bolt hole, the diameter tolerance of preformed hole is 0-20mm, and hole depth allows Deviation is 0-50mm, and repetition measurement should be carried out to absolute altitude, flatness, reserved hole site in time after casting complete;
Bearing pad stone is disposed and after dabbing, can start to install according to determining type of support, for the branch that weight is larger Seat need to be adjusted absolute altitude and flatness using jack, and smaller is adjusted using gad, and adjustment terminates to go through absolute altitude, put down Whole degree, center line and the gap between pinner start the vertical grouting template of branch after errorless, carrier setting bolt hole is perfused together with bed course, Bearing installation uses gravity type grouting method, and perfusion must assure that trickles around from bearing center, installs rear support bottom plate four Angle height difference is not more than 1mm;
Bracket precompressed:
Pier shaft lays 2 Pin shelf brackets per side, and bracket main member uses [36b channel steels and I36b I-steel, the bracket welding of Two bors d's oeuveres Fillet weld connection type, φ 25mm reinforcing bars is used to be not less than 7.5mm with steel plate throat depth when assembled, steel plate is thick with channel steel weld seam Degree is not less than 6.7mm, and bracket adds 2cm thickness with steel plate junction and reinforces steel plate;[16a channel steels are set at bracket horizon bar and brace Bridging lays I36b I-steel distribution beams for increasing bracket stability, bracket top direction across bridge, and 15* is laid on distribution beam top 15cm lumps of wood framed bents, the 10*10cm back ribs lumps of wood and bamboo slab rubber;
Preloading method:Load precompressed is carried out using concrete precast block precompressed, prefabricated block size is:1.5m*0.9m*0.7m, weight 2.2T;
Hierarchical loading:Load 60%, the load of 80%, 100% point of three-level are calculated according to precompressed, when load when load, according to difference Position respectively using weight 2.2t concrete block load;
Measure elasticity and inelastic deformation:
Template:
1. bed die:Using timber structure template;
2. outer side mold:It using Hanging Basket cantilever section template, is supported on bracket cantilever crossbeam, hanging basket formwork is big using sizing truss-like Area punching block, back cord are shaping type steel truss, and external mold frame steel truss divides into bowl buckle holder as edge of a wing board concrete load Holder;
3. internal model and end mould:
Box girder inner formwork and diaphragm plate template use wood glue plate or bamboo slab rubber, people hole template to be made of 1.5cm thickness bamboo slab rubbers, box beam Box beam seam longitudinal reinforcement is stretched out template, template assembly and reinforcing bar by end head formwork using sizing punching block, in the end holes Mo Shangge Binding alternately, first carries out bottom plate, outboard template assembly, then carries out bottom plate and web reinforcement, installed under prestressing, then It is assembled to carry out inner template, finally carries out roof steel bar and installed under prestressing;
It is as follows that reinforcing bar, presstressed reinforcing steel and bellows bind molding sequence of construction:
Baseplate reinforcing bar, binding web and partition wall reinforcing bar, installation vertical prestressing pipeline and presstressed reinforcing steel are bound, installs in web and indulges Roof steel bar is bound after to bellows, installation internal model, top plate prestress pipe is installed;
Concrete by from side in, the sequence of first bottom plate, again web and top plate pour concrete, centre is not stayed construction joint, is adopted in concrete placings It takes in the prefabricated two lower grey-ways of top plate flank reinforcement location;The first one-piece casting 50cm thickness concretes on bottom plate, then under plate is prefabricated Grey-way pours bottom plate, web, while pouring interval beam concrete;Web concrete uses placement layer by layer, lift height to be not more than 30cm;
Continuous beam concrete curing:
(1) after filling concrete, plastic covering film is retained immediately, lid parasol;Wait for that concrete surface hardens to energy Enough upper people when, start to carry out plastering operation to beam face, plaster operation when answer the plastic covering film when smearing;
(2) after concrete coating process, sprinkled water using geotextiles covering on beam body surface, and plastic covering film on it, Beam body watering number should be to keep concrete surface fully moist for degree;
(3) maintenance in continuous beam;
Bridge direction Prestress tendon is indulged in beam and uses rear lashing method, but for the Prestress tendon of one-end tension, using first lashing Method;
Longitudinal prestressing muscle uses normal intensity 1860Mpa, diameter phi 15.2mm steel strand wires, anchoring system to use self-anchored type wire drawing System;
Transversely prestressed bars also use normal intensity 1860Mpa, diameter phi 15.2mm steel strand wires, on top plate and pier stud every beam Location arrangements, anchoring system use BM15-4P anchorages and mating bearing plate, transverse prestress to use one-end tension technique;
Vertical prestressing bar uses the high-strength finish rolling deformed bars of φ 32mm, ultimate tensile intensity 830MPa, stretching control force under anchor For 705.5MPa, anchoring system uses JLM-25 type anchorages;
Tensioning:
Tension of prestressed tendon construction one-off construction is completed, and when beam body intensity reaches the 95% of design, elasticity modulus reaches design 100%, and the age of concrete be more than 7 days when can carry out tensioning;
Presstressed reinforcing steel uses both ends synchronous tension, and symmetrical progress, maximum imbalance beam that 1 beam, tension sequence is not to be exceeded For first web beam, rear top plate beam, tensioning should be carried out symmetrically from outside to inside, and each segment pretensioning is longitudinal vertical lateral again again, and and When mud jacking, stretching process will keep both ends elongation consistent as possible;
Initial tensioning force is controlled by 20% stress under anchorage, and lotus 3 minutes or more, measurement stretch value are held after tensioning to design stress under anchorage Oil return anchors, and all prestressed stretch-draws are all made of dual control method, i.e. elongation and control stress for prestressing, and actual elongation value prolongs with theory The amount of stretching control in ± 6%, top plate transverse prestress using jack carry out tensioning, tensioning using it is single-ended alternately, pier top Diaphragm plate also uses single-ended alternately tensioning, tension sequence:To the symmetrical tensioning in inside on the outside of from partition board;
After whole tensioning, pipeline pneumatic mortar operation is carried out within 2 days;When mud jacking, to curve duct and vertical duct from minimum Point indentation;To the duct of upper lower leaf setting in structure or component, the mud jacking of the sequence that gets on, get off mud jacking, same pipeline is continuous It carries out, it is primary to complete;Intelligent mud jacking system can carry out mud jacking to two ducts simultaneously, and the mud jacking of same component will be at 5 hours Inside it is fully completed;
Sealing off and covering anchorage:
Stretching end uses C50 concrete sealing off and covering anchorages, and envelope is filled out in concrete gap with C50 cement mortars, in New-old concrete knot before concreting Dabbing on conjunction face exposes fresh concrete face using the connecting portion of hair clasp and hand hammer dabbing old concrete and novel concrete face Product is not less than the gross area 75%, is rinsed with water totally and can be poured after so that New-old concrete contact surface is fully absorbed water later It builds, and requires vibration compacting, press polish of plastering in time, concrete is no more than 2mm with former end face faulting of slab ends after sealing off and covering anchorage;
Brushing polyurethane water-proof paint, brushing thickness are 1.5mm;
Cradle assembly;Hanging Basket is mainly by main couple, walking and anchor system, boom system, collet system, five big portion of template system It is grouped as;
Four, cantilever segment construction:
The construction of continuous beam cantilever section is constructed using Hanging Basket cantilever mode, after the completion of previous block is constructed, is moved by Hanging Basket, Next block is moved to, and adjusts bed die absolute altitude and realizes block height change, passes through the anchor hole after previous block reserves Hanging Basket Carry out the fixation of Hanging Basket;
Foundation, which uses to change, under straightway concrete continuous footing fills out building brick Slag treatment, changes and fills out depth 1.5m, changes and fill out top surface Foundation bearing capacity is not less than 159Kpa, changes and fills out base bearing capacity not less than 89Kpa;Ground, which changes, to be filled out compaction in layers and detects, layering Thickness is not more than 30cm;
Holder is set up:
Straightway uses diameter 530mm, wall thickness 10mm steel-pipe pile holders, one campshed of pier side to be set to cushion cap top, remaining campshed is set C25 concrete continuous footings;
Pre-buried steel plate thickness 20mm, top surface are flushed with concrete surface, and every block of steel plate sets 2 50cm long anchor bars, and anchor rib uses φ 16mm round bars, straightway pre-embedded steel slab 2 × 2.5m of spacing, are longitudinally arranged symmetrically, and steel-pipe pile is welded with pre-embedded steel slab Connection;
By the progress synchronous with beam portion construction of shield, side straight wall and contact net upright post basic, construction completion before turning;
Five, bridge rotating:
Bridge formally before swivel, need to carry out blance test of weighing, and test the unbalanced moments of rotor sections, eccentricity, frictional resistance Square and friction coefficient parameter, realize the counterweight requirements of bridge rotating;
Preparation before weighing
(1) across the hanger of closure segment in installing;
(2) back all material, equipment, equipment are removed;
(3) top rotary table spike lower skateboard is checked;
(4) jack, long range dial gage are placed;
(5) striking, sandbox install butter polyfluortetraethylene plate under spike;
(6) whether observation swivel structure tilts and inclined direction is to determine its state;
Experiment of weighing:
Under top rotary table use jack applied force, respectively with displacement measure flexural pivot by static friction state facing to dynamic friction state The force difference of dividing value, top rotary table both sides is uneven weight;
Implement two width beams in the cushion cap sole arrangement jack and displacement sensor of two width beams according to the test method of the state Unbalanced moments test;
Rotator construction device configuration:
Each bridge pier swivel one automatic continuous jacking rotor system of configuration and a boosting rotor system, automatic continuous jacking turn System system, should be certainly by a QK-8 master station, two ZLD200 type 200t continuous jacks and two ZLDB hydraulic power units compositions Dynamic successively incremeantal launching method rotor system can provide required all torsion torque after swivel structure starts;Boosting rotor system is by two YDCW150 Type 150t jack and two ZB4-500 type oil pumps are constituted;
Two continuous jacks are horizontal, parallel respectively, it is symmetrical be arranged in turntable both sides, the center line of jack must with upper turn Disk outer circle is tangent, and the center line of centerline height and the pre-buried steel strand wires of top rotary table is horizontal, while requiring two jack to top rotary table Distance it is equal, and away from hauling rope be detached from steering cable saddle point of contact distance be more than 5 meters;Jack is positioned over mating reaction frame On, reaction frame is fixed by electric welding or high-strength bolt with counter-force pier, and counter-force pier allows for bearing 200t pulling force with reaction frame Effect;
Swivel turntable is embedded with two beam hauling ropes, by 24 strength grades is that 1860Mpa, 7 φ, 5 steel strand wires form per beam, every 7 5 steel strand wires of φ can bear maximum pull 26t, and the maximum pull born per beam is 624t;
Rusty stain, the greasy dirt that each steel strand surface is cleaned when pre-buried hauling rope, after sequentially being wound along the arrangement of set cableway by root, Across ZLD200 type successively incremeantal launching method jack, the fixed anchorage of other end setting of hauling rope is embedded into when top rotary table pours In top rotary table concrete bodies, as hauling rope fixing end;
Pre-buried good steel strand wires hauling rope is passed through into jack along lead after top rotary table, the clamping of jack is used in combination to fill It sets and clamps;It first uses YDCW150 types jack to be pre-tightened to steel strand wires by root under 5~10Mpa oil pressure, then passes through pushing tow jack To the beam steel strand wires integral pre-tightening under 2~3Mpa oil pressure, keep each steel strand wires holding force of two beam hauling ropes almost the same, draws rustling sound It road should be on same absolute altitude with corresponding jack axial line;
When beam body will be in place, stop the continuous duty of continuous jack, be at crawl working condition, until swivel In place;
Two piers start simultaneously when bridge rotating, and continuous jack nominal oil pressure is identical, and swivel uses two sets of hydraulic pressure of model of the same race Equipment, the good oil meter pressure of state modulator provided by verification report when swivel, the point rotation per minute in top rotary table outermost circumference 5.2cm, swivel is preceding to be evenly arranged 50 scales on turntable by every segment length 2.6cm, and two turntables are observed at any time during swivel Turn over scale, observe two swivels steel strand wires whether constant speed;
I40a I-shaped goosenecks are installed in swivel on-station position before swivel, make the I-shaped gooseneck be with turntable spike contact position On-station position is turned, every swivel is both provided with 6 insurance spikes, spike limp bottom surface distance between the slideway of upper and lower disk Slideway top surface is reserved with the gap of 20mm, swivel structure it is accurate it is in place after, being folded arms using steel is carried out pad and fixes, be used in combination electric welding by Steel fold arms same spike limp steel plate, together with upper disk slideway pre-embedded steel slab carry out comprehensive weld connection immediately;
It first allows auxiliary jack to reach predetermined tonnage, starts dynamical system equipment, and it is made to be run under " automatic " state;
The active force for each turning the symmetrical jack used remains equal in magnitude, direction on the contrary, to ensure top rotary table only It is even to bear the power to balance each other with moment of friction, no tilting moment generation;
Misalignment of axe is mainly adjusted using continuous jack point operation control, if swivel in place afterwards find have slight lateral tilt or Height variation then uses jack suitably to jack up arch between upper lower burrs, is adjusted;
Sealing turntable:
By turning and being accurately positioned the stage and detect plan-position, after absolute altitude meets design requirement, immediately in 8 pairs of spikes two Shaped steel reaction frame is welded on the lower rotary table cushion cap of side, is squeezed into gad block, and by its temporary locking, is ensured that swivel unit no longer generates position It moves, cleans chassis upper surface, weld reserved steel bar, formwork erection pours sealing concrete, top rotary table is made to be connected with lower rotary table, mixes Vibration compacting when solidifying soil pours, to ensure the closely knit connection of upper and lower disk;
Six, closure segment construction and system transform:
Closure segment construction is carried out according to the sequence of " first end bay, rear in across ", box beam swivel is held in the palm to design precalculated position and to swivel Disk carries out sealing, after the intensity of sealing coagulation body reaches the 100% of design strength, you can carries out box beam closure construction;
After closing up mouthful rigid support locking, the closure segment construction of end bay is carried out, waits for end bay closure segment concrete strength and elasticity Modulus reaches design requirement post-stretching end bay and closes up beam, and removes temporary consolidation and temporary support, becomes single-cantilever system, so Across closure segment concrete in being poured afterwards using same method, stretch-draw prestressing force beam, form removal complete system transform.
CN201611149232.9A 2016-12-14 2016-12-14 Across railway bridge swivel continuous beam construction method CN106758831B (en)

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CN107794846B (en) * 2017-09-27 2019-08-20 中建三局基础设施工程有限公司 A kind of continuous beam rotator construction boosting, anti-excess revolutions device and construction method
CN108166397B (en) * 2017-12-31 2019-08-09 中铁十九局集团第二工程有限公司 Railway Frame Bridge construction method
CN108221690A (en) * 2018-01-10 2018-06-29 云南省铁路总公司 A kind of construction technology and bridge for turning bridge
CN108489668B (en) * 2018-04-23 2019-09-24 中铁七局集团第四工程有限公司 High-speed railway Curved Beam Bridge rotator construction out-of-balance force test method
CN108589556B (en) * 2018-05-04 2019-07-05 中铁二十三局集团有限公司 Across operation line low clearance swivel bridges construction
CN108677746B (en) * 2018-06-28 2019-12-06 中铁十二局集团有限公司 Automatic fine adjustment method and system for swivel continuous beam for flat swivel construction
CN109468964A (en) * 2018-12-29 2019-03-15 中铁十局集团第二工程有限公司 A kind of rotation swivel construction method and rotation system
CN109826110B (en) * 2019-02-25 2020-08-04 中铁十九局集团有限公司 Continuous beam swivel system with side-span ground slide
CN111021261A (en) * 2019-12-31 2020-04-17 中铁十局集团第二工程有限公司 Method for improving installation precision of swivel ball winch

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CN101725116A (en) * 2010-01-07 2010-06-09 中交第二公路工程局有限公司 Construction method for unbalanced swivel of pier top of continuous beam
CN203546620U (en) * 2013-11-06 2014-04-16 成都中交信达路桥工程有限公司 Bridge pier bottom rotating system
CN104328745B (en) * 2014-11-04 2016-04-13 中铁第四勘察设计院集团有限公司 Across the rotary body device of the little bridge beam of high ferro and construction method thereof on a kind of low-angle
CN204662280U (en) * 2015-06-04 2015-09-23 王恩辉 Synchronously to turn Bridge Monitoring System
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